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Specifications (2) copy U t z-i-cO12 OFFICE RECEIVED STRUCTURAL CALCULATIONS MAR 18 2021 FOR CITY OF TIGARD BUILDING DIVISION STARBUCKS #24162 SIGN FOUNDATIONS 9785 SW SHADY LANE TIGARD, OR 97223 SITE SPECIFIC LATERAL AND VERTICAL ANALYSIS AND DESIGN (DO NOT REUSE) FOR TUBE ART GROUP PROJECT #2021-0104 BY MC SQUARED, INC. JACOB A GUSTAFSO4N, EIT REVIEWED BY JESSE M CHASE, PE, SE ,ckk)CTvR �\'‘�p PR0k- N5��C,INF� s�0 Q 4 11," / ,, , Ir (%G< Y 12,20�Pc<v 02-17-21 S .MARK G� EXPIRES: 12-31-21 .LrtiM STRUCTURAL&FOUNDATION ENGINEERS MC SQUARED 1235 SUITE 101 AVE.EAST 4T" 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: 2019 OSSC, PER ASCE 7-16, SECTION 29. RISK 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) 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 5/6"Halo 301/8"Case `—2 3/4"Halo 6 3/4" 25 3/8" 2 3/8" I Lens Opening Face Frame 2 3/4"Halo 15" 1.1m.11.1.11111 F21- \-- - -- V —23/B"Face • iw x c se m t I. e ii 251/4" .r1 k ii 1 Graphic Width iD 1_—J I-I__Cji A 45/8" 1,1Mil - 36 7/8" r'Street Curb, III 141/2" — 0 Front View-5 Panel Menu Board ©Section View 3/4"diameter x 24"long . Finished grade anchor bolts (F1554 grade 36,4 each) Menu bottom plate outline 1.3/4"Anchor Bolts 1.11111111111111! 2.Galvanized rr #3 ties 3.4"of AB exposed. III 111 (3 each) I II #3 ties,typ C lel 3/4"conduit for 120v AC(center In footing) •$ of 12"0 — c. iv #5 verticals NOTE:G.C.to verify it existing footing can be used in (6 each) lieu of new tooting — °Base&Footing Section 2'-0"Diameter J, ©Footing Details __ — 0 5-PANEL MENU BOARD I I I I I I • • 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. 14163 Page of 4'-51/2"0.A. 3'-3 3/4" 4'-01/8'Roof #3::::0w1 2-23/4" F31/4#7 i J "- — A } A( �\ t2` I #2-Steel Posts #7-Steel Frame 1 5'-101/2" ea l ' #11-LED Floodlight . '"_— F '- 1 - , 1 2 e. I �-#8-Acrylic Letters . i I m -.1u'= 13/16" o m • 1 #10-Electric Enclosure 1 r set bamonitck k I J _ ' #9-Base r I 1 covers to / L k'- e 999---"'///E ,-ilR I[,f #9-Base Covet I l ki 3/4"diameter,36"length A307 anchor bolts V-7 5/8" II 1 �, T . 1/4"plate,3"x 3" Heavy hex nut 70 f Concrete foundation (6)#5 bars — __ #3 t es,10"c/c ,- (3 in top 5 inches) I �� ._ ____1.3/4"Anchor bolts - 2.Galvanized Undisturbed soil 3.4"of AB's exposed 2'-6"Diameter O Side View-DT Order Point Canopy ©Front View-DT Order Point Canopy 0 ORDER CANOPY STRUCTURAL CALCULATIONS . . . L1TCHazards by Location Search Information Q Address: 9785 SW Shady Ln, Tigard,OR 97223, USA ''"rir'r'l1ver 2t.t 171 ft Coordinates: 45.4424853, -122.777328 and HillsbOroo a 5ok Elevation: 171 ft Seav too Gresham Timestamp: 2021-02-17T23:04:4$.764Z 97 ie. Mt. Natior Hazard Type: Seismic r^ Reference ASCE7-16 Go gle til 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 SM1 *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 Additional 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(1.0s) 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) S1UH 0.457 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 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 tool 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 F„= 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 IV _ .. .. 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 SOS= 0.665 R= 1.5 VLRFD= 0.576 V=p*Cs*W I= 1 p= 1.3 VASD= 0.403 (VLRFD)*0•7=(VASD) O= 1.25 WIND FORCES TO SIGNS EXPOSURE: B V= 97 MPH qh=0.00256*Kh*Kzt*Kd*Ke*V2 Kd= 0.85 Kh= 0.57 qh= 11.7 PSF Ke= 1.0 KZ,= 1.0 G= 0.85 CF= Per ASCE 7-10,Fig.29.4-1 P= qh*G*CF (LRFD) P=qh*G*CF*0.6 (ASD) I B 4 WIND LOAD PER SIGN S ID SIGN B S H CF PLRFD PASD - 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 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 9 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 - Z 382.0 E 1246.3 I 3 I 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 VEa= 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. Project Title: Engineer: Project ID: Project Descr: Printed.17 FEB 2021. 3 iPM Pole FootingEmbedded in Soil ROJECTSITubeArt12021-0104-Starbucks#24162Sgn(Tigard,OR)1Documents\Startwcks Sign Foundations.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.29,Ver:6.20.12.31 Lic.#:KW-06005122 Licensee:MC SQUARED,INC. Description: 5-Panel Sign Code References Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Find Lateral Pressure for Given Depth No Lateral Restraint at Ground Surface Allow Passive 300.0 pcf Max Passive 4,500.0 psf Embedment Depth of Footing 4.750 ft Controlling Values 21 Governing Load Combination: +D+E+H Soil Surface No lateral restraint Lateral Load 0.4620 k Moment 1.557 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 203.0 psf ----� Allowable 633.18 psf Footing Diameter a 21-0" Footing Base Area 3.142 ft^2 Maximum Soil Pressure 0.2919 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klt) Vertical Load (k) D:Dead Load k k/ft 0.9170 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 0.0 k k/ft k E:Earthquake 0.4620 k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 3.370 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Actual-(psf) Allow-(psf) Factor +D+H 0.000 0.000 1.0 475.0 1.000 +D+S+H 0.000 0.000 1.0 475.0 1.000 +D+0.750L+0.750S+H 0.000 0.000 1.0 475.0 1.000 +D+W+H 0.000 0.000 1.0 633.2 1.333 - +D+E+H 0.462 1.557 203.0 633.2 1.333 +D+0.750L+0.750S+0.750W+H 0.000 0.000 1.0 633.2 1.333 +D+0.750L+0.750S+0.750E+H 0.347 1.168 153.0 633.2 1.333 +0.60D+W+0.60H 0.000 0.000 1.0 633.2 1.333 +0.60D+E+0.60H 0.462 1.557 203.0 633.2 1.333 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 ASD WIND= 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 = 437.5 *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 # 4685 ft-# THEREFORE: SEISMIC CONTROLS FOR M(EQ)-SIDE TO SIDE LOAD WILL HAVE FRAME ACTION C to C OF FOOTINGS WILL BE=±3'-0" 4685 C=T= = 1561.6 # 3 .g , LOADS ri i f r MD= 1866+2= 933 ft-# rj ME= 4685_2= 2342 ft-# Mw= 2144+2= 1072 ft-# MS= 2509_2= 1254 ft-# i LOADS TO FOOTING: MD= 134.07#@6.96 ME= 336.56#@6.96 *1,25= 420.7# Mw= 154.01#@6.96 *1.25= 192.5# MS= 180.23#@6.96 r. i, r DEPTH(D)= 4.5 ft <VIA ENERCALC • CHECK UPLIFT DUE TO EQ UPLIFT= 1562 # CANOPY WT PER FTG= 1596/2= 798# FTG WT= 2.52*(r[/4)*D*150= 3313# FS: .6D+EQ= 798*0.6+0.9* 3313 = 2.22 >_1.1 1562 THEREFORE: GOOD 7 s MC Squared,Inc. Project Title: Engineer: Project ID: Project Descr: Printed:17 FEB 2021,3:13PM Pole FootingEmbedded in Soil ROJECTSITubeArt12021-0104-Starbucks#24162 Sign(Tigard,OR)\Documents\Starbucks Sign Foundations.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.29,Ver:6.20.12.31 Lic.#:KW-06005122 Licensee: MC SQUARED,INC. Description: Order Canopy Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 30.0 in Find Lateral Pressure for Given Depth No Lateral Restraint at Ground Surface Allow Passive 300.0 pcf Pa„ Max Passive 4,500.0 psf Embedment Depth of Footing 4.50 ft , Controlling Values 4 Governing Load Combination: +D+0.750L+0.750S+0.750E+H 3 Lateral Load 0.5848 k 1 Moment 4.070 k-ft Soil Surface 1; No lateral restraint z NO Ground Surface Restraint , Pressures at 1/3 Depth 62 P Actual 327.0 psf Allowable 599.85 Psf _- y Footing Diameter=2'.6" Footing Base Area 4.909 ft^2 Maximum Soil Pressure 0.2476 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 k/ft 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 Forces @ Ground Surface Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Actual-(psf) Allow-(psf) Factor +D+H 0.134 0.933 75.0 450.0 1.000 +D+5+H 0.314 2.188 177.0 450.0 1.000 +D+0.750L+0.7505+H 0.269 1.874 151.0 450.0 1.000 +D+W+H 0.327 2.273 183.0 599.9 1.333 . +D+E+H 0.555 3.861 311.0 599.9 1.333 +D+0.750L+0.7505+0.750W+H 0.414 2.879 233.0 599.9 1.333 +D+0.750L+0.7505+0.750E+H 0.585 4.070 327.0 599.9 1.333 +0.60D+W+0.60H 0.273 1.900 153.0 599.9 1.333 +0.60D+E+0.60H 0.501 3.488 281.0 599.9 1.333