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Specifications 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. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT II ~ Transmittal Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •w_ww.tigard-c+roy TO: -R/1& POCkSf f}{"er/L1;e Dc;nk''4 r DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Ma �n�°"' MAY i 0 2021 COMPANY: ,Splvri', 3;5y. Co., CITY OF TIGARD PHONE: Sbj ..- (a)bZ BUILDING DIVI�C � •. RE: C SSW S'kX k►'V<i 8uP2,62.1 (Si te k'ddress) (Permit Number) r1 .5 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: I Description: I Copies: I Description: Additional set(s) of plans. Revisions: Cross section(s)and details. Wall br and/or lateral analysis. Floor/roof framing. " Basement and ining walls. Beam calculations. Engineer's calc tions. Other(explain): )) 1n� REMARKS: qo, �d °� 1�lCG� e, Aol\st, p m c�are. )-o keper f J Si 50 Kekol Ai w t1n9;(Ntarin,) . FOR OFFICE USE ONLY Rout•• to Permit Technician: Date. - _ - a f Initials: Fees DuM/ III No Fee Descri•tion: Amount Due. $ $ Special Instructions: Reprint Permit(per PE : [ Yes �❑No ElDone Applicant Notified: Date: ��Zj .4I Initials: is 1:\Building\Forms\Transminalr.etter-Revisions 061316.doc OFFICE COPY plyclAE, APPROVED REVISED STRUCTURAL CALCULATIONS REVISION VALIDITY 0F. a-- r €i FOR l3 upaoQJ - 000 7d THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION STARBUCKS #24162 DOCUMENTS AND OTHER SIGN FOUNDATIONS DATA SHALL NOT PREVENT 9785 SW SHADY LANE THE CODE OFFICIAL FROM TIGARD, OR 97223 REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 SITE SPECIFIC LATERAL AND VERTICAL ANALYSIS AND DESIGN (DO NOT REUSE) FOR TUBE ART GROUP PROJECT #2021-0104 BY MC SQUARED, INC. JACOB A GUSTAFSON, EIT REVIEWED BY JESSE M CHASE, PE, SE Cr �R co PROA• 4 r "(z� � O 05-10-21 IFS Y 12, 4 5 SF MA R K GNP EIXPIRES: 12-31-21 MMSTRUCTURAL&FOUNDATION ENGINEERS MC SQUARED 1235 EAST 4T"AVE. SUPIE 101 OLYMPIA,WA,98506 STRUCTURAL&CIVIL (360)754-9339 ENGINEERS SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING TO PROVIDE LATERAL AND VERTICAL ENGINEERING FOR VARIOUS SIGNS AND ATTACHMENTS IN WASHIGNTON COUNTY, OR. BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. NO ANALYSIS AND DESIGN OF BRACING, TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL BRACING, TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF CONTRACTOR. LOADS: 2018 IBC/ASCE 7-16 VERTICAL: DL = 5 TO 25 PSF FOR VARIOUS COMPONENTS SL = 25 PSF LATERAL: WIND: RISK CSSC, PER ASCE 7-16, SECTION 29. CATEGORY II, ENCLOSED, 97 MPH EXPOSURE B. SEE ATTACHED WIND CALCULATIONS. SEISMIC: 2019 OSSC, PER ASCE 7-16, SECTION 12, RISK CATEGORY I, IMPORTANCE FACTOR I = 1.0, SITE CLASSIFICATION D, DESIGN CATEGORY D R= 1.5 CANTILEVERED COLUMNS, USE BOTH DIRECTIONS. COEFF= 0.576 STRENGTH LEVEL, 0.403 SERVICE SOILS: VALUES PER 2018 IBC, 2019 OSSC Qa = 1500 PSF. LATERAL = 2*150 PCF (INDIVIDUAL POLE FOOTING) 5 , MC SQUARED, INC. Job: 2021-0104 OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: 2/17/2021 By: JAG FAX (360)352-2044 Sheet: Sign No. 14119 Page of 35 5/8•Halo 301/8"Case 2 3/4"Halo 25 3/8" 2 3/e" I 6 3/4 Lens Opening Face Frame �23/4"Halo— 5 I T23m Facelco m1,, �1-� e lii� e Graphic Width of 36 7/8' Curb "Street--,18' L It 14 1/2" O Front View-5 Panel Menu Board ©Section View 3/4"diameter a 24"long Finished grade anchor bogs Menu bottom plate outline (F1554 grade 36.4 each) 2'6" — 1.3/4"Anchor Bogs �.��.r. -IvE4- 2.Galvanized I�- 3.4"of AB exposed. (3 each) p4 It CV • 7fJ N #3 ties,typ. El3/4"conduit for 120v AC(center in footing) at g O g '-#5 verticals NOTE:G.C.to verify if existing footing can be used in (6 each) lieu of new looting OBase&Footing Section 2'-6" NTS SQUARE ©Footing Details NTS 0 5-PANEL MENU BOARD I I 1 1 I I CtTC Hazards by Location Search Information Q Address: 9785 SW Shady Ln,Tigard,OR 97223, USA 1 t"—'"utter (. 171 ft Coordinates: 45.4424853,-122.777328 Hillsboro° nand ),rli. ° Gresham Elevation: 171 ft Beat/ rton xe Mt. Timestamp: 2021-02-17T23:04:48.764Z FO3Natior Hazard Type: Seismic _ Reference ASCE7-16 Go gle Map data©2021 Google Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 0.863 MCER ground motion(period=0.2s) Si 0.396 MCER ground motion(period=1.0s) SMS 0.996 Site-modified spectral acceleration value SMi *null Site-modified spectral acceleration value SDS 0.664 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 wAdditional Information Name Value Description SDC *null Seismic design category Fa 1.155 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.886 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.Os) PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.863 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.974 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.396 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.457 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this fool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. MC SQUARED, INC. Job: 2021-0104 OLYMPIA,WASHINGTON 98506 Date: 2/17/2021 By: JAG (360) 754-9339 Sheet: Parameters Page / FAX(360) 352-2044 SIGN FOUNDATION DESIGN PARAMETERS *SIGN WEIGHTS AS CALCULATED * SNOW LOAD= 25 PSF ELEVATION = 171 FT WIND: DESIGN SPEED = 97 MPH LRFD-Per OSSC 2019 RISK CATEGORY: II SEISMIC: Ss= 0.863 PER USCS S1= 0.396 Fa= 1.155 Fa= 1.904 Sps= 0.665 SD1= 0.503 SOIL: ASSUMED VALUES: BEARING: 1500 PSF PASSIVE: 400 PCF = 150*2*1.33 *2 FOR POLE FOOTING *4/3 FOR WIND/EQ SIGNS REQUIRING FOUNDATIONS SIGN - - 5- PANEL MENU BOARD - - COVERED ORDER CANOPY MC SQUARED,INC. Job: 2021-0104 OLYMPIA,WASHINGTON 98506 Date: 2/17/2021 By: JAG (360)754-9339 Sheet: Load Calculations Page / FAX(360)352-2044 SEISMIC FORCES TO SIGNS Ss= 0.863 Cs= 0.443 Cs=Sds*I/R Sp,= 0.665 R= 1.5 VLRFD= 0.576 V=p*Cs'W 1= 1 p= 1.3 VAso= 0.403 (VLRFo)*0.7= V ( Aso) 4= 1.25 WIND FORCES TO SIGNS EXPOSURE' B V= 97 MPH qh= 0.00256*Kh'Kr'Kd'Ke'V2 Kd= 0.85 Kh= 0.57 qh= 11.7 PSF Ke= 1.0 Kr= 1.0 G= 0.65 Cr= Per ASCE 7-10,Fig.29.4-1 P= gh'G'CF (LRFD) P=gh'G'CF*0.6 (ASD) B WIND LOAD PER SIGN ID SIGN B S H CF PLRFD PASD S - 5 PANEL 9 4.00 5.42 1.6 15.9 9.5 - H - CANOPY 4.5 4 9.75 1.55 15.4 9.2 I MC SQUARED,INC. Job: 2021-0104 OLYMPIA,WASHINGTON 98506 Date: 2/17/2021 By: JAG (360)754-9339 Sheet: Page / FAX(360)352-2044 5-PANEL MENU SIGN: - I LRFD WIND= 15.9 PSF - _,_ ASD WIND= 9.5 PSF (Min.PASD=10.0 psf) 4 WIND LOADS: 5.42 W H P LOAD(#) ARM(ft) M(ft-#) SIGN 9 4 10.0 360.0 3.43 1234.8 ARMS 1 1.03 10.0 10.3 0.9 9.3 • BASE 0.39 3 10.0 11.7 0.19 2.2 E 382.0 E 1246.3 3 Vw= 382.0# ARM: 1246.3 = 3.26 ft 382.0 SEIMIC WEIGHT: W H Wt(psf) Wt(#) LOAD(#) ARM(ft) M(ft-#) SIGN 9 4 25 = 900.0 362.8 3.43 1244.5 ARMS 1 1.03 5 = 5.2 2.1 0.9 1.9 BASE 0.39 3 10 = 11.7 4.7 0.19 0.9 E 916.9 369.6 1247.2 VEo= 0.403 x W= 369.6# ARM= 3.37 ft THERFORE: SEISMIC CONTROLS LOAD TO FOUNDATION (1.25)* 369.6 = 462.0# 3.37 ft MC SQUARED,INC. Job: 2021-0104 OLYMPIA,WASHINGTON 98506 Date: 2/17/2021 By: JAG (360)754-9339 Sheet: Page / FAX(360)352-2044 ORDER CANOPY: - LRFD WIND= 15.4 PSF ASO VNND= 9.2 PSF (Min.PASD=10.0 psf) WIND TO SIDE # arm(ft) M(ft-#) 0.25*5.88* 10.0 = 14.7 9.33 137.2 1.25*9.81* 10.0 = 122.6 4.9 600.9 SUM: 137.3 738.0 WIND TO FRONT # arm M(ft-#) 4.46*9.81* 10.0 = I 437.5 I *4.90 2143.9 SIDE FRONT WEIGHTS WT(#) arm(ft) M(ft-#) ROOF 4.46*7.5*15= 501.8 3 1505.3 WALL 4.46*9.81*25= 1093.8 0.33 361.0 SUM: 1595.6 # 1866.2 ft-# WT(#) arm(ft) M(ft-#) SNOW: 25 *4.46*7.5= 836.3 3 2508.8 SEISMIC V= 0.403 W(ASD) V=1595.6*0.403 V= 643.2298# WT(#) arm(ft) % V(#) ROOF 669.0 9.33 6242 53.8% 346.068 WALL 1093.8 4.9 5360 46.2% 297.2 11601 M= 346.1 *9.33= 3229 297.2 *4.90= 1456 SUM: 643.2# 4685Ift-# THEREFORE: SEISMIC CONTROLS FORM(EQ)-SIDE TO SIDE LOAD WILL HAVE FRAME ACTION C to C OF FOOTINGS WILL BE=±3'-0" 4685 1561.6 # C=T= 3 = MC Squared,Inc. Project Title: Engineer: Project ID: Project Descr: Printed:10 MAY 2021,10:57AM File:Starbucks Sign Foundations.ec6 Pole Footing Embedded in Soil Software copyright ENERCALC,INC.1983-2020,Build:12.20,8.24 MC SQUARED,INC. Lic.#:KW08005122 DESCRIPTION: Order Canopy-Revised Code References Calculations per IBC 2015 1807.3,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Rectangular Pole Footing Width 36.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 300.0 pcf Max Passive 4,500.0 psf Controlling Values Point Load Governing Load Combination: +D+E+H iv Lateral Load 0.5548 k Moment 3.861 k-ft NO Ground Surface Restraint ro Soil Surface No lateral restraint , Pressures at 1/3 Depth g Actual 383.368 psf 9 *: te -�� Allowable 386.171 psf �.'- x�a ` Minimum Required Depth 3.0 ft Footing Base Area 9.0 ft"2 Maximum Soil Pressure 0.1351 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load 0.1341 k k/ft 0.7975 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow 0.1802 k k/ft 0.4180 k W:Wind 0.1925 k klft k E:Earthquake 0.4207 k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 6.960 ft ft BOTTOM of Load above ground surface ft Load Combination Results ."ae ,; 1 Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase ,, ? Moments-(ft-k Depth-(ft) Actual-(psf) Allow-(psf) Factor Load Combination r „ Loads-(k) ) p Ac ram,, ,. 3, +D+}{ 0.134 0,933 2.00 190.7 192.3 1.000 +D+S+H 0.314 2.188 2.63 260.4 260.9 1.000 +D+0.750L+0.750S+H 0.269 1.874 2.50 246.4 246.5 1.000 +D+W+H 0.327 2.273 2.50 316.2 318.2 1.333 +D+E+H 0.555 3.861 3.00 383.4 386.2 1.333 +D+0.750L+0.750S+0.750W+H 0.414 2.879 2.63 344.7 346.6 1.333 +D+0.750L+0.750S+0.750E+H 0.585 4.070 3.00 390.6 393.8 1.333 +0.60D+W+0.60H 0.273 1.900 2.25 297.5 297.6 1.333 +0.60D+E+0.60H 0.501 3.488 2.88 370.5 371.4 1.333 Matt Boyington From: Julie Drinkwater <JulieD@tigard-or.gov> on behalf of Julie Drinkwater Sent: Monday, May 10, 2021 11:30 AM To: Matt Boyington Cc: Tom Hochstatter Subject: RE: BUP2021-00072, 9785 SW Shady Lane, Starbucks Attachments: Transmittal Letter.pdf Hello Matt Yes. Please complete and submit the attached Transmittal Letter along with (2)sets of revised engineering. I am sending this email to Tom Hochstatter, our commercial plans examiner,as well. You may contact him at 503-718-2432 or tomh@i tigard-or.gov,with any questions that you may have regarding the engineering revision. You may submit by mail, or you may place your submittal into the box marked building department at the permit center, Monday through Thursday between the hours of 8:00am to 5:00pm. Please do not leave a check with your submittal. We will contact you with the balance due and provide a link for you to pay the fees online. PLEASE NOTE THAT FACIAL MASKS AND SOCIAL DISTANCING ARE REQUIRED WHEN VISITING THE PERMIT CENTER. Thank you Julie Drinkwater Permit Technician Assistant City of Tigard Building Department 13125 SW Hall Blvd Tigard, OR 97223 503-718-2804 From: Matt Boyington <mattb@salemsign.com> Sent: Monday, May 10, 2021 11:13 AM To:Julie Drinkwater<JulieD@tigard-or.gov> Subject: RE: BUP2021-00072, 9785 SW Shady Lane,Starbucks Hello Julie, I'm hoping you can help me ASAP or point me in the right direction. We've got install crews on hold while we figure this out... For this permit,we got a locate done and we cannot dig lower than 3'due to a water line. We will need to alter the engineering slightly. Is there a way to alter this permit that was already issued if we were to upload new stamped engineering? Thank you, thank you for your help! 0 -Matt 1