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HomeMy WebLinkAboutMEC2024-00942 (6) rnt«24- 42 RECEIVED OFFICE, COPS DEC 1 8 2024 CITY OF TIGARD BUILDING DIVISION 7650 SW Beveland St TM RIPPEY Suite 100 Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL DETAILS & CALCULATIONS FOR VALIDITY OF PERMIT Tigard Towne Square RTU THE ISSUANCE OF A PERMIT 16200 SW Pacific Hwy, STE. F BASED ON CONSTRUCTION Tigard, OR 97224 DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM TMR #22167 REQUIRING THE CORRECTION OF ERRORS.OSSC 105.4 December 3,2024 PAGE GENERAL STRUCTURAL NOTES N1 BUILDING PLAN SK1 PARTIAL ROOF FRAMING PLAN SK2 SECTION DETAILS SK3—SK4 CALCULATION Cl —C6 OFFICE CO ' ' oto PROfFssi 805 ORE N 19 • o CITY OF TIGARD °� REVIEWED FOR CODE COMPLIANCE �e�'FO 21, � ‘is‘ Approved:MN) WARD OTC: [ ] EXPIRES: 06-30-25 Permit#: m A0a4.o Q c ... Address: j A D c5 S._, p € :4': Suite#: F By: Hi— Date: a. gay GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2021 INTERNATIONAL BUILDING CODE AS AMMENDED BY THE 2022 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC: NEW UNIT WT: 718 LBS(UNIT+CURB)MODEL:CARRIER 48FC**07 SNOW LOAD:25PSF BASIC WIND SPEED(3-SEC GUST,ULTIMATE):98MPH WIND EXPOSURE:B SEISMIC IMPORTANCE FACTOR Ie:1.0 SITE CLASS:D(ASSUMED) SDS=0.675 ap=2.5,R=6 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. MECHANICAL: THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING, FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS BEING PERFORMED,AND SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS. ifs /) TM RIPPEY 11Y1 KEK Consulting Engineers By: Date: 7650 SW Beveland Street Chk By: Date: Suite 100 24292 Tigard,Oregon 97223 Job#: Phone:(503)443-3900 Sheet: N1 Of: Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:24292.ec6 LIC# KW-06018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: (E)OWT General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 69.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0.@)C.)�' d.)l32) 1 d b b b x Span=69.0ft yI Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0130, S=0.0250 ksf, Tributary Width=4.0 ft Point Load : D=0.1320 k @ 35.170 ft Point Load : D=0.1320 k @ 38.170 ft DESIGN SUMMARY Maximum Bending= 94.773 k-ft Maximum Shear= 5.384 k Load Combination +D+S Load Combination +D+$ Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 35.190ft Location of maximum on span 69.000 ft Maximum Deflection Max Downward Transient Deflection 17.727 in 46 Max Upward Transient Deflection 0.281 in 2942 Max Downward Total Deflection 28.021 in 29 ' Max Upward Total Deflection 0.097 in 8516 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 69.00 ft 1 94.77 94.77 5.38 D Only Dsgn.L= 69.00 ft 1 35.28 35.28 1.93 +D+S Dsgn.L= 69.00 ft 1 94.77 94.77 5.38 +D+0.750S Dsgn.L= 69.00 ft 1 79.90 79.90 4.52 +0.60D Dsgn.L= 69.00 ft 1 21.17 21.17 1.16 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 28.0210 34.845 0.0000 0.000 Vertical Reactions Support notation:Far left is it Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.368 5.384 Overall MINimum D Only 1.918 1.934 +D+S 5.368 5.384 +D+0.750S 4.505 4.522 +0.60D 1.151 1.161 S Only 3.450 3.450 C2 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:24292.ec6 LIC#:KW-06018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: (N)OWT General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 69.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 b b D(O. a,1PAnar25) b b III x xk #. "�y''x' y x` k� Edytc � c� ,,.� t7 i{x, ar � A .Er��, � _ n_' 0 iJ.,,3. e W,�,,-.T a ' "'^� 6 -s."�, 3..<9;z'Iatg tf� f' ail A �' ,}xth' ,iz y JF,y,> r�` i J1, ° Span=69.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0130, S=0.0250 ksf, Tributary Width=4.0 ft Point Load : D=0.2250 k @ 35.170 ft Point Load : D=0.2250 k @ 38.170 ft DESIGN SUMMARY Maximum Bending= 97.838 k-ft Maximum Shear= 5.483 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 35.190ft Location of maximum on span 69.000 ft Maximum Deflection Max Downward Transient Deflection 17.727 in 46 Max Upward Transient Deflection 0.281 in 2942 Max Downward Total Deflection 28.779 in 28 Max Upward Total Deflection 0.104 in 7971 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 69.00 ft 1 97.84 97.84 5.48 D Only Dsgn.L= 69.00 ft 1 38.35 38.35 2.03 +D+S Dsgn.L= 69.00 ft 1 97.84 97.84 5.48 +D+0.750S Dsgn.L= 69.00 ft 1 82.97 82.97 4.62 +0.60D Dsgn.L= 69.00 ft 1 23.01 23.01 1.22 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5 1 28.7789 34.845 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.455 5.483 Overall MINimum D Only 2.005 2.033 +D+S 5.455 5.483 +D+0.750S 4.592 4.621 +0.60D 1.203 1.220 S Only 3.450 3.450 C3 I 'I / �,[� ( Z SIl�J1' / S',S'' 2 Lam' 1'1 - i 1 A rr to `� .( l,th,s>' W 1 I /,5 k 1M 1\ TM RIPPEY BY 1`�� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 2 'Z'�2^ Tigard, Oregon 97223 Phone(503) 443-3900 SHEET C4 OF Wind and Seismic Loads on Mechanical Unit Based on ASCE 7-16 Section 29.4.1 and 13.3.1 Seismic Parameters SDS= 0.68 Spectral acceleration 1p= 1.00 Importance factor Rp= 6.0 Component response modification factor ap= 2.5 Component amplification factor Wind Parameters_ V= 98.00 mph Ultimate Wind Speed 3-Second Gust B Exposure Category Building Parameters Mechanical Unit Parameters Curb Parameters h = 20.0 ft Wt= 718.0 lbs Height= 14.00 in Building Depth= 70.0 ft Height= 41.00 in Width = 37.00 in Building Width = 136.0 ft Width = 44.00 in Length = 67.00 in Length= 74.00 in Loading Summary(all values in ASD) W Uplift =274 lbs t t t Wt=718lbs -1$i)- E= 170lbs co 00 W =423 lbs N N II N U ii E -o of C v) L t 3.08ft t T Net Wind= 236 lbs T Net Seismic=-23 lbs 1M TM RIPPEY CONSULTING ENGINEERS C5 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. A ATC Hazards by Location site operations will discontinue at 11:59pm(PST)on December 31,2024 OTCHazards by Location Search Information zanrta I t , 'Vancouver Address: 16200 SW Pacific Hwy,Tigard,OR 97224, away -n USA b q! ?! 186 ft .�ry �`j Camas Iil, rf ook Hiilsb©r o li:41.9!«,16-r6ttiaT i %* To'Coordinates: 45.403903,-122.7943028 t Fo st g Mt Hoo€ Elevation: 186 ft Timestamp: 2024-12-03T21:45:58.369Z McMinrwille Mount National Hazard Type: Seismic Reference ASCE7-16 °'Cale Map data©2024 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.843 MCER ground motion(period=0.2s) Si 0.392 MCER ground motion(period=1.0s) SMS 1.012 Site-modified spectral acceleration value SMi *null Site-modified spectral acceleration value SDS 0.675 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F� *null Site amplification factor at 1.0s CRS 0.884 Coefficient of risk(0.2s) C6 1 1 (a) I/-tv\ ' 18 ...C Ao.. c.. -ti`� ' w. � a , s f t, S 1'L • 1 11 i . i cl'A 1 1 • 1 ft . lb b UPF V • i1 74.. L, er 4 :, o /n DI.FrM :' 3,. 70 4 S°C a . . Dim I Py\►st ov.'r S 1 1 • 1 M K TM RIPPEY BY k� DATE YyY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1._ 1-gt. Tigard,Oregon 97223 Phone(503) 443-3900 SHEET Cl OF N %ems hT y`-o "of T$p. II � Imoo: •vJP - 6w_ot► Gam, .`Ca., skDr-x"Ty‘,, a I INr • II I I .A I I 1.4 1 LI x l?F 2-- W' EL. S ~ ��! 2x LFDC,E� AI rzP, �1zv\s5 -Tyr. IM. � I 41 aP-Ml��A3U w . o-ct ' 1.1\11rc o\2-1 fTP.~CItw,\ 1J5-12DSTO DIFFE.tz--- Fc W NI 15 5 tovJJ r• si t�Fa`L�lhc�- Fli-J:aM_\.,.Tt PL-P K'Z L/�k1 = i t a r ILA K TM RIPPEY C BY -6� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 2411,C212, Tigard, Oregon 97223 L Phone(503) 443-3900 SHEET S - OF S1MPS0._1 NtT .S , �h, eDtgg_ x 1-1- UeA,2,TX P. Li>< t4t cOL'-- rg-17- ?L.f ., "fc, t t,rz_ o.J 2x LEDvaIZ_ I 2.wto bP$t2 LF_DC (Z ATC H-E-D Tc Y�v-T, w! f') 'spi.11-‘t*N Da' f P.-1 3t LizoGav of acR\\StDc.-S of Tia.uK S b. i rr, 1 /71 l ff 6" wit :` 2x LI CIF*z-- Viif-T 6.Er'tVi-tzf,-y� QNlZ..e, 17k.1 — f'OIN1 rrr; err- 11?NS �j il-cc)?c,\30 -D Ill I ivy —T s5 — Nb"[lstat 2 -7d W r5 I 'Oq- w e- tkr4-N.t 15 bid ,,,,,,„.),,, e , .„,„,_., ,-,.v„, EL v 1\o,..., 3 3 ' si ^l=-Q 1E/1 i. T1VI RiPPEY BY +� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 2 LI 2-:::‘Z— Tigard, Oregon 97223 Phone(503) 443-3900 SHEET SK3 OF Sot NI EITHER EQ. SPACED OR BOTI-I WAYS �TYP. �` le,/ ®� MECHANICAL UNIT 611 BY OTHERS. 16 GA.CLIP 16 GAUGE SEISMIC CLIP N.T.S. 16 GA. CLIPS W/(8)#10 TEK SCREWS PER CLIP, (4) CLIPS REQUIRED. SEE PLAN VIEW FOR CLIP LOCATION. ce 4 ,i, ,i, 1'-0", TYP. CLIP LOCATION (4) WOOD BLOCKING TOTAL. REQUIRED. MECH. UNIT OUTLINE. FLASHING AND INSULATION NOT SHOWN FOR CLARITY. PLAN VIEW WATERPROOFING IS BY N.T.S. OTHERS. MIN. 1 1/2"THICK x 3 1/2" ....----"—_ WIDE P.T. LEVELING CURB. II (E)SHEATHING. PROVIDE#10 SCREWS @ 1'-0" 0/C. AND AT 6" FROM ENDS OF CURB. MINIMUM 1 1/2" PEN. CENTER CURB ON NEW INTO STRUCTURAL MEMBER. OR EXISTING STRUCTURAL MEMBER. 1 SECTION AT CU �%•,\ RTU-01 SCALE: 11/2" = 11-0" TM RIPPEY BY kY DATE CONSULTING ENGINEERS CHIC BY DATE 7650 SW Beveland,Suite 100 Tigard,Oregon 97223 Jos No ti-it Z°lZ Phone: (503)443-3900 I, Fax:(503)443-3700 SHEET ��1-1 OF