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Report (59) 0tr 001 sxz DEI DIBBLE ENGINEERS INC June 12, 2018 RECEIVED Freiheit Architecture JUN — 6 2019 Attn: Matt Grinnell, Permit&Entitlement Coordinator 929 108th Ave NE CITY OF TIGARD Suite 210 B►w DING = - _ __ - Bellevue, WA 98004 Re: McDonald's Tigard—Scholls Ferry, OR; Drive Thru Signs 12388 SW Scholls Ferry Rd., Tigard, OR 97223 Dear Mr. Grinnell: Dibble Engineers, Inc. (DEI) has completed a review of the foundations for the Digital Menu Board, Digital Pre- Browser Board, Order Here Canopy,and Single Gateway sign foundations proposed for installation at the McDonald's Tigard—Scholls Ferry Rd., OR location. DEI calculated the wind and seismic loading for the signs based on weights and dimensions provided by Freiheit Architecture. Based on our review and calculations,the sign foundations are acceptable for installation with the dimensions, reinforcing, and attachment to signs shown on the attached redlined detail sheets DT1.1 and DT1.2. Note that these signs are proprietarily designed, pre-manufactured units,and our scope did not include review of the signs themselves. Supplemental structural calculations for the sign foundations and their attachment to the signs are attached with this letter. Please contact us with any questions, and we will be happy to assist. OPE° PRQJ � NG I NFF `S'i0 Sincerely, 459- DIBBLE ENGINEERS, INC. ' 77398E r lib I tit OREGON // Michael Doquilo, EIT Be A DO Engineer EXPIRES: DECEMBER 31,2019 Attachments: Redlined Sheets: DT1.1, DT1.2, Structural Calculations 06/12/2018 014 ENGINEERtINC44329 M Ural 2 t • NOTES: NOTES: NOTES -TOP OF PIERS SHALL BE SLOPED 5/14 THAT MOISTURE CANNOT ACCUMULATE. -TOP ®PIERS SHALL BE SLOPSUCH THAT MOISTURE GAVOT 5/e'THICK STEEL BASE ELATE NOTES: AcCUMIL I. VERIFY GONOUT 50E5 AND LAYOUT WITH DETECTOR LOOP MANIFAGTSRER N. DETECTOR LOOP MATERIAL: 2. CENTER VEHICLE DETECTOR LOOP IN DRIVE TIRU LANE INSTALL PER M-R PIG TUBING I/2'1,0 100 P51 LOOP MADE FROM ONE LENGTH OF THIN (4)V8'0.41/2•SLOTS ON AN 11-1/4' I.SO TO COORDINATE THE RESPONSIBILITIES OF THE ELECTRICAL CONTRACTOR AND THE RECOMMBDAnaN s. FOURTEEN 6106E STRANDED WIRE LEAD-IN 15 PRE-T TOTED OA PATTERN SIGN SUPPLIER 3. SEE SHEET PILO FOR on-ea005 5 OF DRIVE-TSPU LANE CONCRETE PAD FOR AT FACTORY. 4' 8' 4' 2.GENERAL CONTRACTOR TO INSTALL PRE-FORMED,PRE-WIRED VEHIGLE DETECTOR LOOP. DETECTOR LOOP. T. DETECTOR LOOP CONSTRUCTION, 4.8.X 3.9'x 02' 3.52 GREEN GROUNDING,CONDUCTOR MIST BE RUN 45TH CIRCUIT CONDLGTORS FR041 GROUND 4. NO STEEL NREEAR OR ELECTRICAL YORE)SHALL SE AHED WITHIN 2'OF LOOP. FOIA=WITH ONE CONTINKXS LENGTH OF PVC PITH NO SHARP FABRICATED STEEL COLO-N 815 IN PANEL LP TO ALL may WARPS MD REFERENCE BOARDS. 5. DETECTOR LOOP MANUFACTURERS CORNERS AS DETAILED.WIRE LOOPED,FORMED 4 PIGTAILED DETECTOR LOOPS MAY BE BY ONE OF THE FOLLOWING COMPANIES OR A5 DETAILED. 98'X 3AF X 02• GUSSET TO KAIk. FABRICATED STEEL COLUMN > rll ��'C "3/16'I RATE 4.ALL UNDERGROUND CONDUIT FOR NANO TO BE P.V.G.NO METAL ALLOYED. 9M: 1-800-326-0093 A BASE PLATE UY J ''L `� 5.ALL GALVANIZED ANGIiOR BOLTS To Ee SUPPLIED BY THE CONTRACTOR nl �.. lLb°d.... 36► EE TO i Hh£` -800-848-4468 SLOPE TOP TO SUED WATER �.... .-1� c 3116'I PLATE TYP. j LIIl I .�- !. -- BALDING WALL I-V2'PIG CONDUITS TO BALDING FOR: 11 it II 1FINISHED GRADE 0'•1 \ r\� C" 'I` c, CONCRETE ORB • LOOP DETECTOR 4 ADD10 \ ` L4'.2.4.,c:„.-`��E VA �- , HEAW 3/4•DIA • DATA CABLE - /--- - HEX NIT(&ALV) -- 1 I/2'PIC SLEEVE FINISFED e m _ .J.I— ri _ —__— ____ o.r I DETECTOR LOOP 1/2'5TEEL FOR COD POWER CONDUIT TO BULLRING APE• 1 _�5 4' 4, A p: `DTI.I SCALE: - NOTESDYK L 2'-0'TO 2'-6' COD POST FOUNDATION � _ 11 I I I'-s 02' I I I V2'PVC SLEEVE FOR DETECTOR LOOP ��-J (3)53 R RFLEAR 10'C/G(3 INI I f lir GENERAL CONTRACTOR) 3 STIRRUP BASE PLATE DETAIL 1-0S IMIN) 1111;11=1 / TOP 5'SIPRIED BY f 2'-0'TO 2'fi' �S'-0• , !I ISI' R.HOOK TIP. v • I' ORB T TRAFFIC T .,,_—___., ............_--4,-----;_,T-----5 !'�A` II 4)3/4'DIA z 30'LONG '_ TN / TYR 67 18' � IIII ANCHOR BOLT WITH NlT t I \y WIDTH OF DRIVE-TH U LANE 5 WASER(GAM/ (------7--e--;,,, 3/4'DIA.x 30'LONG • rz.. 11 1 ANCHOR BOLT WITH NIT 1 SLOPE CONCRETE TRAFFIC WASFER(6MV) 3/4'DIA X 30' AINAY FROM BLDG. ry CONS IA.X 30 i I/4'PER FT. PLAN I V2'PVC SLEEVE IN D?SLAB FOR FLOW = 1 I I I I:I Q _ BOLT NCHO / I _.. II VEHICLE DETECTOR LOOP 7,11 �I _ I CONCRETE CURB s { it 1 LO { ( IIII `' HEAVY 3/4'DIA `i I�/PAVEMENT PLAN , WIDTH OF DRIVE-TURN LANE L'-'-'-'-" y y, ISI ISI IE%NIT(GALAh. I g11LD1N& 71 NNN 1 2"MAKI �__ �- - _•MAK LEAD IN FRES T CONCRETE SLAB I I I I I ELEV.O'-0' U COD POST 1 FOUNDATION - _ (4)55 BARS(Eo.SPACED) SECTION A ANCHOR BOLT CONCRETE CURB _ c _IED BY GENERAL NOTE: CONTRACTOR11( GONVAT1 0188 -TOP OF PIERS SHALL BE SLOPED az,,,, THAT M015TLRE CANNOT ACCUMULATE FOUNDATION WALL PAVEMENT -DO NOT CUT ANCHOR BOLTS AFTER INSTALLATION OF POLE b < . CONCRETE_ CONCRETE PAD SECTION ,. ( - FABRICATED STEEL COMM fw i ELEV.-0d NOTE: DETECTOR LOOPS AT PRESENTATION MD ORDER , 102 PJC SLEEVE FOR VEHICLE =I MOONS ARE OPTIONAL. DETECTOR LOOP 3/4 DIA x 30 LONE 60 TO INSTALL PVC SLEEVES TO FACILITATE POSSIBLE 'tBill MISSES LOOP INSTALLATION Li— s.:.— ANCHOR BOLT WITH NUT 4 PATCH t REPAIR CONCRETE SECTION Aar— _ W^SFER(bALVJ CURB A5 MEGARY h'4ERELLI a _ •-=F• APPLICABLE) B-DT WINDOW DETECTOR LOOP A-C.O.D.DETECTOR LOOP 2,-0, -.r I I I I 5/8•STEEL BASE PI-ATE rc_ DIA. m i i '' 6 Llml 8 ` G. DETECTOR LOOP DETAIL DIGITAL MENU BOARD D/T CONCRETE PAD 0., o �Gopoo SCALE NOT TO SCALE DETECTOE.LOCPDW6 \ SCALE NOT TO SCALE SCALE V4'•I'-0' CONGRETE_PADDWIS ° u .a° DTI 3n.1 CONNECTION DETAIL anN 53,5•315-5 NOTES: NOTES u n°='E.V n" KEYNOTES -TOP OF PIERS SHALL BE SLOPED 51GH THAT MOISTIRE CANNOT AGGUMJLATE. -TOP OF PERS SHALL BE SLOPED' 4 THAT MOISTURE CMSVJT 5/e•THICK STEP.BASE PLATE S .st =-8'4.1; C z L] ELECTRICAL ECUPMENT ITEM 250255 IN PRESENTATION ❑5 I VT P/C CONDUIT FOR REMOTE LOOP DETECTOR t COD AGGU4A.ATE o a) $2 B o`^.R v, Es_o:o BOOM.PROVIDE 2'HOLE 4 6ROMFET IN J.NGTION BOX 15320 CABLES.EG TO PROVIDE 5 FULL STRIFES INSIDE (4)1/8'X4-1/2'SLOTS ON AN II-V4' NOTE;SLOPE PAVEMENT TO FOLLOW LOT `coo`°`°c GWER PLATE FOR POS DATA CABIEt.PROVIDE 2 I/2'0 CONDUIT. /� DIA PATTERN 8`-'''''.°2 ABOVE CEILING. I1,/,.,., 9B'%9.9'X 01' 4• 6• 4, FOR MANAGE ® =v o 0'31 o .. I I/1'C FOR COD DATA CABLES.EG TO PROVIDE 3 RAL FABRICATED STEEL COLUMN °u°v ❑ OPTIONAL ORNE-THPoI WINDOW DETECTOR LOOP FOR ORDER 1 STRINGS INSIDE GOND IT. 5 BASE PLATE FA'X 3.9'D ST COLUMN u) -:=-o!E = PRESENTATION WINDOWS-SEE IB/UTI.1.6L.TO INSTALL PVC ____ FABRICATED 5�' e o°u-'�c y$o SLEEVES TO FACILITATE POSSIBLE FUTURE LOOP INSTALLATION. El CONDUIT FOR COD LOOP DETECTOR,ELECTRICAL EOVIPF8R I SLOPE TOP TO SUED WATER 6�SET TO ASPHALT PAVE}E1N7 °` S ❑ ELECTRICAL EOUPSENT ITEM 52150254 IN ORDER/GASH BOORT ITEM 21,.IIEI'-SEE 18/DTI.1. (J G1,��;�, 1 \, C 5nb•I PLATE __ c t'-'3'..4.4,4•65 O 3 PROTIDE 2'HOLE 4 6ROMtET IN JNGTION BOX COVER PLATE 1=1I/1'C-252.POWER FOR MEW BOARD ILLUMINATION 111 i .._�J L'�� 316'\ TUBE TO = a FOR POS DATA CABLES.PROVIDE 2 1/2'C ABOVE CEILING. 11 - '�m` -SAW I PLATE TYP. O u °° °o cO: € PROVIDE STEEL CONDUIT AND CONDUCTOR PER POS t COD ❑q •ORDER HERE.GAWP,'LIGHTS. A �{ .. ��, m � ,� HEAVY 3/4'DIA T � 2:7::::� o'F'a ISOLATED CROWD/DEDICATED CIRCUIT DETAIL. I/VC-2512 i v\ -it, I J HEX NIT(6ALV) \" C)5'CONCRETE SLAB g •:4!::::A 1.12 GROUND 4 IP2 ISOLATED GROUND.PROVIDE I GB PER q��,�� `.,1 c GOD. FINS\ \1.11- (�i 1 re-..e4 p 1• WITH TECH FIBERS 9 o o Y 6� Triff I I '�-, ` I i% . v REINS-ORC1ENT`'$SITE ry -e u S — (1 J 1 11 (3)53 REBAR 10'C/G(31N —- —-- -— I I PLAN FOR LOCATION _ c 0 .'z 5 TOP 5'SLPFU.IED BY I I 4'COMPACTED GRAVEL € '21,:rig - SECTION A IIII I GENERAL CONTRACTOR) L4• 4• ' I, .. CEILING CEILING, u I1111 1 1 11 — I LTJ/4, I. , © ® 1111 BASE PLATE DETAIL ,ILIIT) - DRIVE THRU PAD DETAIL Ham A ©( _) 11•000• - `-02E4 .0215I III (4)3/4'DIA x 30'LONG R /,379 SCALE, V4'=I'-0' DRIVE-TH U_PADDWG OUTSIDE ANGiOR BOLT WITH NIT t W45KR(6ALV) Y -y .� '` 3/4'DIA.X SO' LOW,ANCHOR 14: dlipO A DIGITAL MEN! ill I 3/ANCHOR BOLT PITH WT t BOLT(SAW) FINISH GRADE BY b• �,�� BOARD 2111IEI 21T.IIE1 y PREWROYSE BOARD 1�a� -��.N~/ 1 I 4 { ITASER(6ALVJ LANDSCAPER R 1' Y € WAVY 3/4'DIA TOP OF PAVEMENT .. I^) © ^l�%M ^1ifEi i ' H i f HEX NR(6ALV) , �__ F -'I• RGKaFI GRADE BY II II k T RIG 1 I l ',. _ _ _ ' �m TALKS 6L. _ _ CIESL N r--- - -� -- v v 3 I k (a)•s BARS(Eo.SPACED) SECTION A ANCHOR BOLT m -- �- =N - �' \+ ^'4 "_ _ ACT R GENERAL NOTE: 9B•x 5.9•x o2• I -- IL� FABRlCATID STEEL COLUMN (COM-MOO - -TOP OF PIERS SHALL BE SLOPED`'.,AGN THAT TOISILRE CAwNOT ACCUMULATE. r^l A ac— - -DO NOT GDT ANCHOR BOLTS AFTER INSTALLATION OF POLE L// 3/4'DIA x 30'LONG NOTE PROVIDE EXPANSION 'C' - T I I WASFB2(6ALVJ JOINTS 0 20'-0'OL.(MA)(J X ,I` MFF`AW-MOR BOLT WITH NR t 2'-0' H SECONDARY DIA v Nil LRN E 1 l�� LORNE-TNN J "'a I I I � �'S/8'STEEL BASE PLATE = (...EN APPLIES/ II II CAISSON FOUNDATION , -_ - r:,' DRIVE-THRU SITE WIRING DIAGRAM 12 DIGITAL PRE-BROWSE BOARD 6"X 18"CURB SECTION D I T 1 . 1 �3nA SCALE:NOT TO SCALE 5TE_N91RIN6DW5\.._DTIN SCALE:NOT To SCALE CONNECTION DETAIL 1 DTII SCALE: I/4••1'-0' CAMISDP6 DRIVE RR)Ons K 0 28c 0gPr 0,03e01q F 0 14! 1:lo ERGgie, i'qt19- ; 1 AWFWigh 7° 8 22 1 m WI s g ' W 1 R o goo E f2P I 1 -,P, 8 0:e, i U PA6 8 iPiii A 5,6 IC/1 .--- -, \ Ca Eg TI F f Z I"11q r s s z ql 6i 0 —I .t 9' v$ m \ FOI82ATION D Th PROJECTION 't ZO - - I 1II— t— rti1 I - - 1 II I r“-r-111 �- — a Il__ } O I-_ —4 d----4I4I -~ 6• 9•-0. 1 5,0' ——-+- �I— I y= ——F 1.-F { II �:. I N e 4�CDt'E2 NT { F < m .(7-3 N �� m 41r 1 4111111i 1 4 g 4g R-1 1/TAM n'MAX �F --- r RAP MAX ....-•-; al t m ,,, allmirlil 02 n qo it u �A '” 1Q'P N� Yi 01 o 8 ) Zo ) 0 Z6 Dli A I ..,i nRAwN FY PREPARED FOR 02018 McDonald's USA,LLC PREPARED BY: --:Mo m.McDonald's USA, LLC -I GI��E Trete dy of Me and's USA,LLC are the confidentialnoand r reproduced FR E I H E IT t property of McDonald's Din.LLC and tract not bern me w or rpu - rue writtenthis authorization. The contract documents were prepared �1 ' 1 r use on trot ueec'on iite fe conjunction with its issue date and are ='I lu l;,l :.!c 'h:, not suitable for or on a different mte or at n later roje. Uve of Z • these scow nqa for.liee orexample on another project n the ��ARCHITECTURE y ,, n,..., y ,.,.v, '-' the of properly licensedr roue* and a neer. Reproduction of 4/2C 1.5 ,,LEARANC1. C 5 the contract documents for re ee onanother project is not authorized. '^ REV DA.._ Jf S It C'.;ON B` Dibble Engineers, Inc. Pr 18C1341 Sheet No.: )(11 Project: Date: McDonald's Tigard Scholls Ferry, OR 6/12/2018 Subject: By: Drive Thru Sign Footings-Summary Page MWD Site Wind Properties: V= 120 mph (ASCE 7 Figure 26.5-1A) Exposure= B - (ASCE 7 Section 26.7) Kn= 1.00 - (ASCE 7 Section 26.8.2) Site Seismic Properties: SOS= 0.718 g (USGS App.) S1 = 0.445 g (USGS App.) Site Snow Load: S= 25 psf (ASCE 7 Figure 7-1 or Jurisdiction) Sign Foundation Depths: Depth Sign Diameter Assumed Required p (-) (ft) (ft) (ft) (ft-inches) (ft) Digital Menu Board 2 4.91 4.91 4'-10 8/9" 0.00 Digital Presell Board 2 3.96 3.96 3'- 11 4/7" 0.00 Order Canopy 3 7.16 7.16 7'-2" 0.00 Gateway(Single) 3 3.53 3.53 3'-6 1/3" 0.00 Total: 0.00 Dibble Engineers, Inc. Pr18C1341 Sheet No.. Date: 6/12/2018 By: Project: Subject: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Digital Menu Board MWD Sign Properties: Type= Digital Menu - (sign type) Weight= 850 lbs (per Freiheit Architecture) Area= 32.76 ft 2 (per attached sign data) Wind Loading: I= 1.00- (ASCE 7 Table 1.5-2) V= 120 mph (ASCE 7 Figure 26.5-1A) Exposure= B- (ASCE 7 Section 26.7) K,= 0.57- (ASCE 7 Table 29.3-1) Ke= 1.00- (ASCE 7 Section 26.8.2) Kd= 0.85- (ASCE 7 Table 26.6-1,0.85 for Solid Signs) G= 0.85- (assumed per ASCE 7 Section 26.9.1) Cr= 1:75 (ASCE 7 Figure 29.4-1) qh= 17.86 psf (ASCE 7 Equation 29.3-1) W= 870.36 lb (ASCE 7 Equation 29.4-1) 0.6W= 522.21 lb (For ASD Load Combinations) Seismic Loading: Sos= 0.718 g (USGS App.) Si= 0.445 g (USGS App.) R= 3.0- (ASCE 7 Table 15.4-2,3.0 for Signs) I= 1.0- (ASCE 7 Table 1.5-2) Cs= 0.239- (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 203.43 lb (ASCE 7 Equation 12.8-1) 0.7E= 142.40 lb (For ASD Load Combinations) Dibble Engineers, Inc. Pro cSheetNo.. 181341 Date: 6/12/2018 By: Project: Subject: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Digital Menu Board MWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]112} IBC EQ 18-1 b= 2 ft (post/footing diameter) dLs„med= 4.91 ft (assumed depth of embedment/footing) h= 7.33 ft (height of aplied load above ground) P= 522.21 lbs (applied load per calculations above) S= 100 psf/ft (lateral soil bearing pressure per IBC table 1806.2) 12= 2- (increase for poles that can deflect 1/2"per IBC 1806.3.4) S1= 327.18 psf (lateral soil bearing pressure at d/3) A= 1.87- (2.34P/(S 1 b)) d= 4.91 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 850 lbs (vertical load) A= 3.14 ft2 (bearing area) P/A= 271 psf < 1500 psf,OK (bearing pressure-1500 psf allowable per IBC table 1806.2) LRFD Attachment Forces-Sign to Footing V= 870 lbs M= 6380 ft-lb PA DIGITAL.. MENU BOARD & DIGITAL PRE SELL BOARD HAVE SAME FOOTING AND BOLT CONFIGURATION. MEN BOARD IS WORST CASE, .,'ID USED IN ANCHORAGE A C ¢ r=--�I O N fla..vE,f;.iti.I`L�i`:J ATTACH-Ea d Dibble Engineers, Inc. Pro18c13 1 Sheet No Project: .X'"/ Subject: Date: McDonald's Tigard-Scholls Ferry,OR 6/12/2018 By: Non-Constrained Embedded Post Footing-Digital Menu Board MWD Weight and Dimensional Info per Freiheit Architecture: Weight= 850 lbs Main display area Depth Total height including base structure 60$6" 13.8" I x c: - Y o a s e s .« 21 #„ 3 1 Ii5 88.68" , rygt t . Dibble Engineers, Inc. ProjectNo.: Sheet No.: Project: Date: McDonald's Tigard-Schots Ferry,OR 6/12/2018 Subject: By: ..)( Non-Constrained Embedded Post Footing-Digital Presell Board MWD Sign Properties: Type= Digital Preset - (sign type) Weight= 600 lbs (per Freiheit Architecture) Area= 19.75 ft2 (per attached sign data) Wind Loading: I= 1.00- (ASCE 7 Table 1.5-2) V= 120 mph (ASCE 7 Figure 26.5-1A) Exposure= B- (ASCE 7 Section 26.7) Kz= 0.57- (ASCE 7 Table 29.3-1) lc,= 1.00- (ASCE 7 Section 26.8.2) Kd= 0.85- (ASCE 7 Table 26.6-1,0.85 for Solid Signs) G= 0.85 - (assumed per ASCE 7 Section 26.9.1) Cf= 1.65 - (ASCE 7 Figure 29.4-1) qh= 17.86 psf (ASCE 7 Equation 29.3-1) W= 494.73 lb (ASCE 7 Equation 29.4-1) 0.6W= 296.84 lb (For ASD Load Combinations) Seismic Loading: SDS= 0.718 g (USGS App.) S1= 0.445 g (USGS App.) R= 3.0- (ASCE 7 Table 15.4-2,3.0 for Signs) I= 1.0- (ASCE 7 Table 1.5-2) Cs= 0.239- (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 143.60 lb (ASCE 7 Equation 12.8-1) 0.7E= 100.52 lb (For ASD Load Combinations) Dibble Engineers, Inc. P8-1341 18 1 4;: Sheet No.. Date: 6/12/2018 By: Project: Subject: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Digital Presell Board MWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]'12} IBC EQ 18-1 b= 2 ft (post/footing diameter) CLssur11ed= 3.96 ft (assumed depth of embedment/footing) h= 7.33 ft (height of aplied load above ground) P= 296.84 lbs (applied load per calculations above) S= 100 psf/ft (lateral soil bearing pressure per IBC table 1806.2) 12= 2- (increase for poles that can deflect 1/2"per IBC 1806 3.4) S1= 264.24 psf (lateral soil bearing pressure at d/3) A= 1.31 - (2.34P/(S 1 b)) d= 3.96 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 600 lbs (vertical load) A= 3.14 ft 2 (bearing area) P/A= 191 psf <1500 psf,OK (bearing pressure-1500 psf allowable per IBC table 1806.2) LRFD Attachment Forces-Sign to Footing V= 495 lbs M= 3626 ft-lb PA h d f if f t Weight and Dimensional Info per Freiheit Architecture: Dibble Engineers, Inc. Pr 18c1341 Sheet No.: Project: Date: McDonald's Tigard-Scholls Ferry,OR 6/12/2018 Subject: By. Non-Constrained Embedded Post Footing-Digital Presell Board MWD Weight= 600 lbs Main display area Depth Total height including base structure ;33,g>" 13.8" ..... ....... ., 69.72• t ++ 88.68- i sr� i Dibble Engineers, Inc. Pro18--1341 Sheet No.: Project: Subject: Date: 6/12/2018 By: ject McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Order Canopy MWD Sign Properties: Type= Order Canopy- (sign type) Weight= 850 lbs (per Freiheit Architecture) Area= 20 ft z (per attached sign data _ __ Roof Area= 65 ft z (per attached sign data Horizontal Wind Loading: I= 1.00- (ASCE 7 Table 1.5-2) V= 120 mph (ASCE 7 Figure 26.5-1A) Exposure= B- (ASCE 7 Section 26 7) K,= 0.57- (ASCE 7 Table 29.3-1) Kr'= 1.00- (ASCE 7 Section 26.8.2) Kg= 0.85- (ASCE 7 Table 26.6-1,0.85 for Solid Signs) G= 0.85- (assumed per ASCE 7 Section 26.9.1) Cf= 1.85- (ASCE 7 Figure 29.4-1) qh= 17.86 psf (ASCE 7 Equation 29.3-1) WH= 561.72 lb (ASCE 7 Equation 29.4-1) Vertical Wind Loading: CN= 1.90- (ASCE 7 Figure 27.4-4) p= 28.84 psf (ASCE 7 Equation 27.4-3) Wv= 1874.92 lb (vertical wind Load) L= 4.50 ft (canopy roof moment arm) h= 7.79 ft (height of applied wind/seismic load) Wveq= 1083.07 lb (equivalent horizontal wind load) 0.6W H.veq= 986.87 lb (total equivalent horizontal wind load) Seismic Loading: Sips= 0.718 g (USGS App.) S1= 0.445 g (USGS App.) R= 3.0- (ASCE 7 Table 15.4-2, 3.0 for Signs) I= 1.0- (ASCE 7 Table 1.5-2) CS= 0.239- (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 203.43 lb (ASCE 7 Equation 12.8-1) 0.7E= 142.40 lb (For ASD Load Combinations) Gravity Loading: D= 15 psf (dead load) S= 25 psf (snow load) L= 4.5 ft (canopy roof moment arm) h= 7.79 ft (height of applied wind/seismic load) Pip= 563 lbs (equivalent horizontal dead load) Ps= 939 lbs (equivalent horizontal snow load) Dibble Engineers, Inc. Project18--1341 Sheet No.. Date: .X."1 6/12/2018 By: Project: Subject: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Order Canopy MWD Load Combinations:(Equivalent Horizontal Force) P3= 1502 lbs (D+S) P5= 1550 lbs (D+[0.6w or 0.7Ej) P6= 2007 lbs (D+0.75S+0.75[0.6W or 0.7Ej) - P_ - --_ 1Ds _ (worst-case equivalent horizontal force) Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]1'2} IBC EQ 18-1 b= 3 ft (post/footing diameter) dassumed= 7.16 ft (assumed depth of embedment/footing) h= 7:79 ft (height of aplied load above ground) P= 2007.40 lbs (equivalent lateral load per calculations above) S= 100 psf/ft (lateral soil bearing pressure per IBC table 1806.2) 12= 2- (increase for poles that can deflect 1/2"per IBC 1806.3.4) S,= 477.61 psf (lateral soil bearing pressure at d/3) A= 3.28- (2.34P/(Sib)) I d= 7.16 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 2475 lbs (vertical load=Weight+Snow) A= 7.07 ft2 (bearing area) P/A= 350 psf < 1500 psf,OK (bearing pressure-1500 psf allowable per IBC table 1806.2) LRFD Attachment Forces-Sign to Footing V= 2671 lbs PA M= 20809 ft-lb hj I I 4'f d .1(-1 Dibble Engineers, Inc. Project: Subject: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Order Canopy Project No.. Sheet No. 18-1341 Date: 6/12/2018 By: MWD Weight and Dimensional Info per Freiheit Architecture: Weight= 850 lbs - - _ _ - — -- ---- - - ---- - --- - - --- —I 4 .e I I I I r ---G 0----rL I er *.rdir....mr = ir L„, ---. 7, _,-- ,.!-.---- - „ ,,,, f , .... til ----„„ ., , ; ---- _ 1 It ---o 1 :2 ----- !I' - --(79 ;11 1 4 -o • i I 0----7___ I° ME 4 4 Dibble Engineers, Inc. Pr ject 18--1341 Sheet No.: ICI Project: Date: McDonald's Tigard-Scholls Ferry,OR 6/12/2018 Subject: By: Non-Constrained Embedded Post Footing-Gateway Sign(Single) MWD Sign Properties: Type= Gateway(Single) - (sign type) Weight= 450 lbs (per Freiheit Architecture) Area= 20 ft2 (per attached sign data) Wind Loading: 1= 1.00- (ASCE 7 Table 1.5-2) V= 120 mph (ASCE 7 Figure 26.5-1A) Exposure= B - (ASCE 7 Section 26.7) 1c= 0.57- (ASCE 7 Table 29.3-1) Kn= 1.00- (ASCE 7 Section 26.8.2) Kd= 0.85- (ASCE 7 Table 26.6-1,0.85 for Solid Signs) G= 0.85- (assumed per ASCE 7 Section 26.9.1) Cf= 1.9- (ASCE 7 Figure 29.4-1) qh= 17.86 psf (ASCE 7 Equation 29.3-1) W= 576.90 lb (ASCE 7 Equation 29.4-1) 0.6W= 346.14 lb (For ASD Load Combinations) Seismic Loading: SDs= 0.718 g (USGS App.) Si= 0.445 g (USGS App.) R= 3.0 - (ASCE 7 Table 15.4-2, 3.0 for Signs) 1= 1.0 - (ASCE 7 Table 1.5-2) Cs= 0.239- (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 107.70 lb (ASCE 7 Equation 12.8-1) 0.7E= 75.39 lb (For ASD Load Combinations) Dibble Engineers, Inc. I'ro�$c13o.: SheetNo.: Project: Subject: Date: 6/12/2018 By: McDonald's Tigard-Scholls Ferry,OR Non-Constrained Embedded Post Footing-Gateway Sign(Single) MWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]10} IBC EQ 18-1 b= 3 ft (post/footing diameter) dassumed= 3.53 ft (assumed depth of embedment/footing) h= 6.7 ft (height of aplied load above ground) P= 346.14 lbs (applied load per calculations above) S= 100 psf/ft (lateral soil bearing pressure per IBC table 1806.2) 12= 2- (increase for poles that can deflect 1/2"per IBC 1806.3.4) S1= 235.10 psf (lateral soil bearing pressure at d/3) A= 1.15- (2.34P/(S 1 b)) d= 3.53 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 450 lbs (vertical load) A= 7.07 ft 2 (bearing area) P/A= 64 psf <1500 psf,OK (bearing pressure-1500 psf allowable per IBC table 1806.2) LRFD Attachment Forces-Sign to Footing V= 577 lbs M= 3865 ft-lb PA Vh d bfF Weight and Dimensional Info per Freiheit Architecture: 4 0 J9 I Dibble Engineers, Inc. Project: Date: Subject: McDonald's Tigard-Scholls Ferry,OR Pro18-1341ject No.. Sheet No.: 6/12/2018 By: Non-Constrained Embedded Post Footing-Gateway Sign(Single) MWD Weight= 450 lbs ----1 r9-1 7, 7 ..v.",--r..,..$4.4GLf. -..,r.,-T,,,,LOJIYit,k4 DiriVILArbila ---- 4 1_,L"'.....1,..,tt i-vf,RGAPO t Err_P's I f 7.,A1,-,5" 114.4W.0 AU 7,U' ........-..% I - i r,hr ,,x, ,..Y.'4', ,,U,..U.U.'nlec I 4 II i Achi S,,,, okkl AfAt f3.134 I , I ,,,,,LN,401!-;;AIROL.:).--,......, I '40, _--------m---- FRQN11 WEIN END_MEW SCALE 141`..,1-O SCALE 1:4- SIMPSON Anchor DesignerT"' Company: DEI Date: 4/10/2018 Engineer: MWD Page: 1/5 Software Project: McD's c,, Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Prolect information Customer company: Freiheit Project description:Digital Board-Case 1 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters •�— - r General Base Material _ _- __ Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):54.00 State:Cracked Anchor Information: Compressive strength,f (psi):2500 Anchor type:Cast-in-place 4)o.v 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout intension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):25.50 Ignore 6do requirement:No Cmc(inch):4.50 Build-up grout pad:No Sm�n(inch):4.50 Base Plate Load and Geometry Length x Width x Thickness(inch):12.00 x 12.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 0o factor:not set Z 0 lb Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No r1 ,,,,,,„ oiiii <Figure 1> jr \ \ r\ \v t � em\'"\\'\if,0!1_- ;';.:, \\ A y x \ / . 4 TMS \IIi I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax.925.847.3871 www.strongtie.com • • SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 �� SOftWare Engineer: MWD Page: 2/5 Project: McD's ���-- ''''„' Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> �,, �\ a\iwF� �. ���� ` O i , \k o pec '�,,� :,� a' N r S I k4 \�� w � �` � � �` '���''A? as ��" � �\\ ,.`` � r A� a . 14 0 i CD .--..4-<, ,,,„s.„4,,,,,,,,,,,,,,.- ,....--,,,‘„,,,,,,\,e,,c7‘,„, :-,---;%.* >-•,..,..„, - 1-..:-1„,,'.-'4,4,,,rik.,*1 k,4v i \\� H 7.00 7.00 Recommended Anchor Anchor Name:Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 Fs� ", . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las agree Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 ���� , � Engineer: MWD Page: 3/5 k Software 1 ! < ' Project: McD's ji ,,', ! Version 2.5.6582.0 Address: 1029 Market St op Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nae(Ib) Vuax(Ib) Voay(Ib) J(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 217.5 217.5 2 4229.0 0.0 217.5 217.5 3 4229.0 0.0 217.5 217.5 4 0.0 0.0 217.5 217.5 Sum 8458.0 0.0 870.0 870.0 Maximum concrete compression strain(%a):0.11 <Figure 3> Maximum concrete compression stress(psi):495 Resultant tension force(Ib):8458 _ 1 02 Resultant compression force(b):8456 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X1 er4 0.'3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=162'If'chel5i3(Eq. 17.4.2.2b) A.a fc(psi) her(in) Nb(Ib) 1.00 2500 10.000 37133 0.75�Ncbg=0.75014Nc/ANco)-,,N-d,N-,N-cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANc(in2) AN,,,,(in2) Ca,min(in) WeaN Wed,N Wo,N Wcp,N Nb(lb) 0 0.750Ncbg(lb) 484.00 900.00 7.00 1.000 0.840 1.00 1.000 37133 0.70 8806 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750KPNp=0.750W,P8Abgt'c(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) W,P Abrg(in2) f'c(psi) 0 0.750Npn(lb) 1.0 0.91 2500 0.70 9566 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: DEI Date: 4/10/2018 '''''2,,,, 4* SOftWare Engineer: MWD Page: 4/5 \1t s, Project: McD's �A%01A,M. \ Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 7.Side-Face Blowout Strength of Anchor in Tension(Sec.17.4.41 0.750Nsbg=0.750{(1+Ca2/Cel)/4}(1+S/6Cal)Nsb=0.750{(1+Ca2/Cat)/4}(1+S/6Cal)(160CalJAbrg)a.4f' (Sec. 17.3.1,Eq. 17.4.4.1 & 17.4.4.2) s(in) cal(in) cat(in) Abrg(in2) Aa f'c(psi) 0 0.750Nsb(Ib) 8.00 7.00 7.00 0.91 1.00 2500 0.70 16703 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) rgrout 0 OgroutOVsa(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(la/da)02IdaAaJfccat15;92.4focal15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f'c(psi) Cal(in) Vby(Ib) 6.00 0.750 1.00 2500 15.00 26143 OVcbgy=rb(Avc/Avco)Pe,,vW d,V1Wc,vPh,VVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) 1Wec,V `fed,v `Y,v Y1h,v Vby(Ib) 0 OVcbgy(Ib) I 495.00 1012.50 1.000 0.793 1.000 1.000 26143 0.70 7098 Shear parallel to edge in y-direction: Vbx=min!7(le/de)024da2adfcca,l.5;9Aa4fcca,15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) Cal(in) Vbx(Ib) 6.00 0.750 1.00 2500 7.00 8334 QVobgy=0(2)(Avc/AVco)Woo V`Wbd,VW-c,V�Wh,VVbx(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avoo(in2) Wec,v Yed,v Ye,v `Wh,v Vbx(Ib) 0 tbVcbgy(Ib) 231.00 220.50 1.000 1.000 1.000 1.000 8334 0.70 12223 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 IgVcpg=OkcpNcbg=Oksp(ANc/ANco)Viec,Nnd,N Wc,N I p,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kap ANc(in2) ANco(In2) 1WeeN WWed,N 1Wc,N Wcp,N Nb(lb) 0 gVcpg(Ib) 2.0 484.00 196.00 1.000 1.000 1.000 1.000 10426 0.70 36043 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N.(Ib) Design Strength,eN„(Ib) Ratio Status Steel 4229 14528 0.29 Pass Concrete breakout 8458 8806 0.96 Pass(Governs) Pullout 4229 9566 0.44 Pass Side-face blowout 8458 16703 0.51 Pass Shear Factored Load,V.(Ib) Design Strength,eVo(Ib) Ratio Status Steel 218 7556 0.03 Pass T Concrete breakout y+ 870 7098 0.12 Pass(Governs) II Concrete breakout x+ 435 12223 0.04 Pass(Governs) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560 9000 Fax:925.847.3871 www strongtie.com Company: DEI Date: 4/10/2018 SIMPSON Anchor DesignerTM evvEngineer: MWD Page: 1/5 Software Project: McD's �w® Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Proiect information Customer company:Freiheit Project description:Digital Board-Case 2 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):54.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Cast-in-place P ,v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hen(inch):25.50 Ignore 6do requirement:No C..(inch):4.50 Build-up grout pad:No Sr...(inch):4.50 Base Plate Load and Geometry Length x Width x Thickness(inch):12.00 x 12.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied no factor:not set Zf lb Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> s „e �� v 44 . a �� tv\���� �� 616 'a 4512 ft-lb •4 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560 9000 Fax:925.847.3871 www.strongtie.com • i SIIVIPSON Anchor DesignerT"" Company: DEI Date: 4/10/2018\\ SOftWBre Engineer: MWD Page: 2/5 Project: McD's �� yx� �� Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> 1 1 le j { \ 1 " i \ . �`�a ii V"V�Vvvv j '\ MO co r �. agi .Nlalb Na\ O\ \ aid vA � mv -....1..."%111111111114!:001. /j i SIMPSON Anchor Designer TM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 3/5 ! A Software i Project: McD's T:, i,, Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(Ib) Vuay(Ib) I(Vuax)2+(Voay)2(Ib) 1 1748.3 154.0 154.0 217.8 2 4906.2 154.0 154.0 217.8 3 1748.3 154.0 154.0 217.8 4 0.0 154.0 154.0 217.8 Sum 8402.7 616.0 616.0 871.2 Maximum concrete compression strain(%o):0.20 <Figure 3> Maximum concrete compression stress(psi):879 Resultant tension force(Ib):8403 !f 1 (:2 Resultant compression force(lb):8401 Eccentricity of resultant tension forces in x-axis,e'Nx(inch): 1.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch): 1.00 }/ Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 - Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 ill. XV ,.._a4 ;3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ON..(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=16..a'Jf'cher5''(Eq. 17.4.2.2b) Aa f'c(psi) her(in) Nb(Ib) 1.00 2500 4.667 10426 0.75ONcbg=0.750(ANc/ANco)Yee,NY'ed,NY'c,NYcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANc(in2) Aft.(in2) Came(in) Tec,N Yed,N YqN Wcp,N Nb(lb) 0 0]50Ncby(Ib) 420.00 196.00 7.00 0.765 1.000 1.00 1.000 10426 0.70 8975 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Np,,=0.750Yc,pNp=0.75071c,p8Abr9f'c(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Ye,p Abr9(in2) f'c(psi) 0 0.750Np,(Ib) 1.0 0.91 2500 0.70 9566 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax.925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 y� ,,, Engineer: MWD Page: 4/5 0. >1Software Project: McD's ,,,,,,..1,-!'.4A-4, Version 2.5.6582.0 Address: 1029 Market St eii Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 7.Side-Face Blowout Strength of Anchor in Tension(Sec.17.4.4) 0.750Nsbg=0.750{(1+Ca2/Cal)/4}(1+S/6Cal)Nsb=0.750((1+Ca2/Cal)14}(1+S/6Cai)(160Cal'JAbrg)A4fc(Sec. 17.3.1,Eq. 17.4.4.1 &17.4.4.2) s(in) Cal(in) cat(in) Abrg(int) Aa f'c(psi) 0 0.750Nsb(Ib) 8.00 7.00 7.00 0.91 1.00 2500 0.70 16703 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) Ogrout 0 0groutOVsa(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)°2�daAadfccail5;92a4fcca1151(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 2500 15.00 26143 OVcbgy=0(Avc/Avco)Y,v W ed,v n v Wh,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Wec,v Wed,v Wc,v W'h,v Vby(Ib) 0 OVcbgy(Ib) 495.00 1012.50 1.000 0.793 1.000 1.000 26143 0.70 7098 Shear perpendicular to edge in x-direction: Vbx=mini7(le/da)024daAaJfccal15;9Aa4fsCalls)(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f (psi) Cal(in) Vbx(Ib) 6.00 0.750 1.00 2500 15.00 26143 OVcbgx=0(AVc/Avco)Wec,vWed,vWx,vWh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avo(in2) Avco(in2) Waxy Wed,v Wc,V Wh,v Vbx(Ib) 0 OVcbgx(Ib) 495.00 1012.50 1.000 0.793 1.000 1.000 26143 0.70 7098 Shear parallel to edge in y-direction: Vbx=minI7(la/da)024da2a4fccai1.5;9.1a1ifxCai7 5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) Cal(in) Vbx(lb) 6.00 0.750 1.00 2500 7.00 8334 0V bgy=0(2)(Avc/Avco)Wec,VWed,VWc,VWh,VVbx(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1 b) Avo(in2) Avco(in2) Wec,v Wed,v %,v Why Vbx(Ib) 0 OVcbgy(Ib) 231.00 220.50 1.000 1.000 1.000 1.000 8334 0.70 12223 Shear parallel to edge in x-direction: Vby=minI7(le/da)02idaAaJfccai15;9Aaifccai75I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) I.(in) da(in) 2a fc(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 2500 7.00 8334 OVcbgx=O(2)(Avo/Avco)Weo,VWed,VWc,VWh,VV by(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Waxy Wed,v Wc.v W'h,v Vby(Ib) 0 OVcbgx(Ib) 231.00 220.50 1.000 1.000 1.000 1.000 8334 0.70 12223 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 OVcpg=OkcpNcbg= 0kcp(ANc/ANco)Wec,NWed NWC,NWcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kg ANc(in2) ANco(in2) Wooer Wed,N Wc,N ¶p,N Nb(Ib) 0 OVcpg(Ib) 2.0 484.00 196.00 1.000 1.000 1.000 1.000 10426 0.70 36043 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560 9000 Fax 925.847.3871 www.strongtie.com r SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 � �� Engineer: MWD Page: 5/5 �,, Software Project McD's -' Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N.(Ib) Design Strength,0N.(Ib) Ratio Status Steel 4906 14528 0.34 Pass Concrete breakout 8403 8975 0.94 Pass(Governs) Pullout 4906 9566 0.51 Pass Side-face blowout 6654 16703 0.40 Pass Shear Factored Load,Via(Ib) Design Strength, mVn(Ib) Ratio Status Steel 218 7556 0.03 Pass T Concrete breakout y+ 616 7098 0.09 Pass T Concrete breakout x+ 616 7098 0.09 Pass II Concrete breakout x+ 308 12223 0.03 Pass II Concrete breakout y- 308 12223 0.03 Pass Concrete breakout, - - 0.12 Pass(Governs) combined Pryout 871 36043 0.02 Pass Interaction check N./ON„ Via/iVn Combined Ratio Permissible Status Sec. 17.6..1 0.94 0.00 93.6% 1.0 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www strorigtie corn SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 �°�u�x � SoftwareEngineer: MWD Page: 5/5 ea Project: McD's v �� Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com Pryout 870 36043 0.02 Pass Interaction check Aka/ON„ V„a/qV„ Combined Ratio Permissible Status Sec. 17.6..1 0.96 0.00 96.0% 1.0 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. 11 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847 3871 www.strongtie.com SIMPSON Anchor DesignerT"' Company: DEI Date: 4/10/2018 N Software Address: 1029 Market St Engineer: MWD Page: 1/5 Project: MCD's Version 2.5.6582.0 Phone: 425-828-4200 E-mail: mdoquilot dibbleengineers.com 1.Proiect information Customer company:Freiheit Project description:Order Here Canopy-Case 1 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):96.00 State:Cracked Anchor Information: Compressive strength,f (psi):3000 Anchor type:Cast-in-place 4Jc.v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):1.000 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout•in tension:Yes Anchor ductility:Yes Ignore concrete breakout in shear:No h,,0(inch):25.75 Ignore 6do requirement:No C.min(inch):6.00 Build-up grout pad: No S,,, (inch):6.00 Base Plate Load and Geometry Length x Width x Thickness(inch):15.00 x 15.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 0 I b <Figure 1> Z/ ,... ..,..„-4.0140,,h,!',.';',-- °� 4= ,as.a+S.aa-.c: aw vA�A roe w\�� y� \\� :4,- \ ,,,,,,\\\\\\\\ x �� 0 ft-lb ASA /- dei 0v 2v� `h\`�\ /ice s " � ,� h\\ ' vt ,2080f IIi Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com R SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 2/5 y°""v� v� Software " a Project: McD's l� �i Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> 4,1'‘..- 1-W "' av 1I‘' i v �0.4 , y " � r r, 3 mfr ov s .uil.v:44:.„,,-",-,;;-,:.;li.,.$ ..\t,,,,,,,,„1,„\klkt. ..0.,.1,,.,,,....,. . i.,:.:,0, ,-. „,.,&I;;', .1,.,..., 00 vv v � a mvxr..F. ,y, FSS, . . ,a ' {' I I 10.22 10.22 Recommended Anchor Anchor Name:Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr.36 Input data and results must be5 checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Software Engineer: MWD Page: 3/5 Project: McD's r*--,-E ` Version 2.5.6582.0 Address: 1029 Market St l7 Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(Ib) Vuay(Ib) 4(Vuax)z+(Vuay)2(lb) 1 0.0 0.0 667.8 667.8 2 10619.4 0.0 667.8 667.8 3 10619.4 0.0 667.8 667.8 4 0.0 0.0 667.8 667.8 Sum 21238.8 0.0 2671.0 2671.0 Maximum concrete compression strain(%o):0.17 <Figure 3> Maximum concrete compression stress(psi):759 _: 1 2 Resultant tension force(Ib):0 Resultant compression force(Ib):21239 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XV (1)4 03 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ON..(Ib) 35150 0.75 26363 6. Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=gP,PNp=O ,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) ipP Abrg(in2) f'c(psi) 0 qNp„(Ib) 1.0 1.50 3000 0.70 25217 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 4/5 °ll Software Project: McD's Via,, -',e2-•->, N� Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 8.Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) Ogrout 0 0g,out0Vsa(Ib) 21090 1.0 0.65 13709 - 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min17(le/da)024da,%a f'ecalt 5;92a1If'cCail51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa Pc(psi) Cal(in) Vby(Ib) 8.00 1.000 1.00 3000 21.22 48186 OVcbgy=0(Avc/Av<o)WWec,vWed,vWY,vWWh,VVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Ave(in2) Aveo(in2) Tee,V W/ed,V WWa y Ph,v Vby(Ib) 0 1 Vcbgy(Ib) 1000.74 2026.30 1.000 0.796 1.000 1.000 48186 0.70 13266 Shear parallel to edge in y-direction: Vbx=minI7(/e/da)021IdaAa,Ifccail.5;9Aa4f'eCa11.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fe(psi) Cal(in) Vbx(Ib) 8.00 1.000 1.00 3000 10.22 16106 OVebgy=0(2)(Avc/Aveo)W1ao,VWed,VVic,VWh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq.17.5.2.1b) Avc(in2) Avco(in2) ne,v wed,v wc,v WW,v Vbx(lb) 0 (V bgy(Ib) 481.98 470.02 1.000 1.000 1.000 1.000 16106 0.70 23122 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=OkepNcbg=0kcp(ANc/ANco)WWec,NWWed,NP,NVjp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(in2) ANco(in2) We N WW d,N W{qN W{ycp,N Nb(lb) 0 0Vcpg(Ib) 2.0 988.47 417.79 1.000 1.000 1.000 1.000 21459 0.70 71080 11. Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,N.(Ib) Design Strength,0N0(Ib) Ratio Status Steel 10619 26363 0.40 Pass Pullout 10619 25217 0.42 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,0Vo(Ib) Ratio Status Steel 668 13709 0.05 Pass T Concrete breakout y+ 2671 13266 0.20 Pass(Governs) II Concrete breakout x- 1336 23122 0.06 Pass(Governs) Pryout 2671 71080 0.04 Pass Interaction check Nca/ONa V„a/nV Combined Ratio Permissible Status Sec. 17.6..1 0.42 0.00 42 1% 1.0 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com "' Company: DEI SIMPSON Anchor DesignerTDate: 4/10/2018 Engineer: MWD Page: 1/5 A °�" = Software a1v� Project: McD's '.14,11t - Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Proiect information Customer company: Freiheit Project description:Order Here Canopy-Case 2 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material _ _ _ Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):96.00 State:Cracked Anchor Information: Compressive strength,f' (psi):3000 Anchor type:Cast-in-place LP v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):1.000 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:Yes Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):25.75 Ignore 6do requirement:No Cm.(inch):6.00 Build-up grout pad:No .Smin(inch):6.00 Base Plate Load and Geometry Length x Width x Thickness(inch): 15.00 x 15.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 0 Ib <Figure 1> Z/ ::_:';',%•;"‘ �\ ii;i/ f w\p ,� 10.12, • r 1889 3 14715 ft-Ib 1471114 Gp� avv Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925.847.3871 www.strongtie.corn SIM N Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 2/5 Software r �� Project: MCD's y�V�� " ,, Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-420OS E-mail: mdoquilo@dibbleengineers.com <Figure 2> a �" , , optlr. 'c 15.00 ye �,-o i l ,,V*-;*„. ¢'‘ -',4,2- 3 .fi:\\ jai11. , \VES i�" 3 / �`0\\j, ' ��� ;° 1 -',,.:•';',°:7-4,f, ,�5 Ash t.�..; „r �i, '..�, �. ws-,j._----�_ I 10.22 10.22 Recommended Anchor Anchor Name:Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr.36 P � I 'a a'ax r� Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 3/5 ked, Software ,� z + Project: McD's , x.7, � 4. Version 2.5.6582.0 ei Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuey(Ib) 1(Vaax)2+(Vuay)2(Ib) 1 4140.6 472.3 472.3 667.9 2 12716.8 472.3 472.3 667.9 3 4140.6 472.3 472.3 667.9 4 0.0 472.3 472.3 667.9 Sum 20998.1 1889.0 1889.0 2671.4 Maximum concrete compression strain(%o):0.31 <Figure 3> Maximum concrete compression stress(psi): 1342 0 2 Resultant tension force(Ib):0 Resultant compression force(Ib):20998 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 • XV 4 0 3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 c/Nsa(Ib) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=rf1 ,PNp=01,P8Abrgf'c(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Wsp Ab,g(in2) f'c(psi) 0 ON,,,,(Ib) 1.0 1.50 3000 0.70 25217 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 * Software Engineer: MWD Page: 4/5 :'ik,,Ixt Project: McD's Version 2.5.6582.0 y Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 8.Steel Strength of Anchor in Shear(Sec.17.5.1) V.(Ib) ,grout 0 0grout0Vsa(Ib) 21090 1.0 0.65 13709 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min17(le/da)02JdaAaIf'<Ca,1.5;92alfcca,15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f'c(psi) ca,(in) Vby(Ib) 8.00 1.000 1.00 3000 21.22 48186 16V bgy= (Avg/Avco)Y'o,vYed.v9c,vY'h,VVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(int) Avco(int) Yee,v Yed,v Yc,v Wh,v Vby(Ib) 0 OVcbgy(Ib) 1000.74 2026.30 1.000 0.796 1.000 1.000 48186 0.70 13266 Shear perpendicular to edge in x-direction: Vbx=minI7(le/da)024da2a4fcca,t 5;9Aaxlf'cCa,1.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa f'e(psi) ca,(in) Vbx(Ib) 8.00 1.000 1.00 3000 21.22 48186 OVcbgx=0(Avc/Avco)Web vYed,v1 vWh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(In2) Yec,v Yed,v Wc,v gillv Vbx(Ib) 0 OV bgx(Ib) 1000.74 2026.30 1.000 0.796 1.000 1.000 48186 0.70 13266 Shear parallel to edge in y-direction: Vbx=mini7(/e/de)02SJda2a4f'cca,15;92eIfcca,151(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f'c(psi) Ca,(in) Vbx(Ib) 8.00 1.000 1.00 3000 10.22 16106 0Vcbgy= 6(2)(AVc/Avco)Yec,vYed,VYgVY'h,VVbx(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1b) Avc(int) Avco(In2) Yc,V Yed,V Yc,v Yh,V Vbx(Ib) 0 0Vcbgy(Ib) 481.98 470.02 1.000 1.000 1.000 1.000 16106 0.70 23122 Shear parallel to edge in x-direction: Vby=minI7(le/da)024da2aJf'xca,15;9Aa4fcCa,15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f'c(psi) ca,(in) Vby(Ib) 8.00 1.000 1.00 3000 10.22 16106 OV bgx=0(2)(Avc/Avox)Yec,vYed vYx vY'nvVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Av.(in2) Avco(in2) YecV Yed,v `h.v Yn,v Vby(Ib) 0 OVcbgx(Ib) 481.98 470.02 1.000 1.000 1.000 1.000 16106 0.70 23122 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) QVcp5=q5kcpNcbg= Okcp(ANc/ANco)Yec.NWed NPcNYcpNNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp AN.(In2) ANco(In2) nom Pee YcN Ycp,N Nb(Ib) 0 OVcpg(Ib) 2.0 988.47 417.79 1.000 1.000 1.000 1.000 21459 0.70 71080 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: DEI Date: 4/10/2018 SIMPSON Anchor DesignerTM Engineer: MWD Page: 5/5 nSoftware = Project: McD's ,- - Version 2.5.6582.0 Address: 1029 Market St ,44 Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com Tension Factored Load,Nue(lb) Design Strength, oNn(lb) Ratio Status Steel 12717 26363 0.48 Pass Pullout 12717 25217 0.50 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,0V„(Ib) Ratio Status Steel 668 13709 0.05 Pass T Concrete breakout y+ 1889 13266 0.14 Pass T Concrete breakout x+ 1889 13266 0.14 Pass II Concrete breakout x- 945 23122 0.04 Pass II Concrete breakout y+ 945 23122 0.04 Pass Concrete breakout, - - 0.20 Pass(Governs) combined Pryout 2671 71080 0.04 Pass Interaction check N„a/qNn V„a/014 Combined Ratio Permissible Status Sec. 17.6..1 0.50 0.00 50.4% 1.0 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. 12.Warnings -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www strongfie corn SIMPSON Anchor Designer TM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 1/5 vim - Software Project: McD's 22- Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Project information Customer company:Freiheit Project description:Single Gateway Sign-Case 1 Customer contact name: Customer e-mail: Location: Comment: Fastening description: 2.Input Data&Anchor Parameters General Base Material _, __ _ _ _T__� Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):54.00 State:Cracked Anchor Information: Compressive strength,f (psi):3000 Anchor type:Cast-in-place We v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,het(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No h..(inch):25.50 Ignore 6do requirement:No Cmie(inch):4.50 Build-up grout pad: No Smin(inch):4.50 Base Plate Load and Geometry Length x Width x Thickness(inch): 15.00 x 15.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 0 lb <Figure 1> r ' `wv �`V`� e���v a., .='I8� -� o t ,v v v, y yvy y\ \a\,AV ` ii v°'�'A\AVA y v�A 4Fa VAS // •. -- . \�� \ \` \\� \ 577 . . ,..,,,,;':,,3)4k0;,'',.'w \\ a %% ../ \\ y1 \� +a y � VAwv v -6/ yy�� vAOv V\ `Cv"l 3865 ,=' li .-,,,),,,!,4*,,\\‘‘‘t,„4',-,.,,,,t-i'typ:,,,-f,' \� Fk� I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 2/5 Software Project: McD's a Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> of- *eA m 4** / of *4* VAS A 1v�\VSA \ /ii « `A�11 10.90 10.90 Recommended Anchor Anchor Name:Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 t l Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 3/21/2018 ' � Engineer: MWD Page: 3/5 Software fl 9 , Project: McD's a•*„?, , Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(Ib) Vuay(Ib) I(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 144.3 144.3 2 2006.6 0.0 144.3 144.3 3 2006.6 0.0 144.3 144.3 4 0.0 0.0 144.3 144.3 Sum 4013.2 0.0 577.0 577.0 Maximum concrete compression strain(%o):0.04 <Figure 3> Maximum concrete compression stress(psi): 189 Resultant tension force(Ib):4013 = '1 2 Resultant compression force(Ib):4012 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 ~ XV :,4 3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 ONse(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=162a'If cher`13(Eq. 17.4.2.2b) ila f'c(psi) he(in) Nb(Ib) 1.00 3000 13.933 70703 ONcbg=0(ANc/ANeo)P.M led,N Wc,N Wcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANc(in2) AN.(in2) ca,,,,(in) Tec,N Wed,N Pc,N Wp,N Nb(lb) 0 ONcbg(Ib) 1011.24 1747.24 10.90 1.000 0.856 1.00 1.000 70703 0.70 24533 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0Npn=OW,PNp=0W,e8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) yJc,P Abrg(in2) fe(psi) 0 0Npn(Ib) 1.0 0.91 3000 0.70 15305 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ., 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 4/5 ' .,\'\\ Software ,, „„ ,w �� Project: McD's '4 A\ Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 8.Steel Strength of Anchor in Shear(Sec. 9 17.5.11 Vs a(Ib) Ogroot 0 Ograut0Vsa(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in y-direction: Vby=minI7(le/da)02Ida/1.4fcca,l'5;9Aa�f'cCa115I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) iia f'c(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 3000 20.90 47100 0t4bgy=0(Avc/Avco)Yec,v Yed,v Yc,v PI,vVby(Sec. 17.3.1 &Eq. 17.5.2.1 b) Avc(in2) Avco(In2) Yec,v Yed,v Yc,v Pb,v Vby(Ib) 0 OVabgy(Ib) 996.93 1965.65 1.000 0.804 1.000 1.000 47100 0.70 13449 Shear parallel to edge in y-direction: Vbx=minI7(le/da)02`/da2a`If,ca115;92a4fcca115I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) As f'c(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 3000 10.90 17740 0Vcbgy=0(2)(Avc/AVOo)Yec,VYed,vYa,V Ph,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avo(in2) Avoo(In2) Wac,v Yed,v Way Ph,V Vbx(lb) 0 4Vcbgy(lb) 519.93 534.65 1.000 1.000 1.000 1.000 17740 0.70 24152 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=OkcpNcbg=Okcp(ANc/ANco)Yec,NYed,NYa,NYcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(In2) AN.(i n2) Yec,N ¶d,N Yc,N Yap,N Nb(Ib) 0 0V pg(Ib) 2.0 1011.24 475.24 1.000 1.000 1.000 1.000 23891 0.70 71172 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N„a(Ib) Design Strength,0Na(Ib) Ratio Status Steel 2007 14528 0.14 Pass Concrete breakout 4013 24533 0.16 Pass(Governs) Pullout 2007 15305 0.13 Pass Shear Factored Load,Vaa(Ib) Design Strength,oVa(Ib) Ratio Status Steel 144 7556 0.02 Pass T Concrete breakout y+ 577 13449 0.04 Pass(Governs) ll Concrete breakout x- 289 24152 0.01 Pass(Governs) Pryout 577 71172 0.01 Pass Interaction check Nu./ON,, V„a/OV„ Combined Ratio Permissible Status Sec. 17.6..1 0.16 0.00 16.4% 1.0 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 1/5 ..,,,, Software Project: McD's lif'- v\,,, �V Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Proiect information Customer company:Freiheit Project description:Single Gateway Sign-Case 2 Customer contact name: Customer e-mail: Location: Comment: Fastening description: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):54.00 State:Cracked Anchor Information: Compressive strength,f'0(psi):3000 Anchor type:Cast-in-place 4Pc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):24.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):25.50 Ignore 6do requirement:No Cmin(inch):4.50 Build-up grout pad: No Smin(inch):4.50 Base Plate Load and Geometry Length x Width x Thickness(inch):15.00 x 15.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 0 lb <Figure 1> i sti a\ia, \\pa\ ' ` n 44, \ :, \ \\ 409 A kg,,,, ,v,..,A vVA\\\fir ��//� � ���� 409c'-`::\\c ' ' ,E 1. - ', 2733 ft-Ib „\ Vit' 2733 ft-ib " �, -1 a Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • $IMPSQN Anchor Designer Company: DEI Date: 3/21/2018 Engineer: MWD Page: 2/5 M„, Software Project: MCD's Version 2.5.6582.0 Address: 1029 Market St v Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> i \\�\v j\ �< `, w \\\W ti iiia \\`\\:- \\ o ',Ni 1 yOt \\\ \,s� Q\y �iti � \�l\\ ,,,, .,,„ .'-.---'''''.--."2'.4,''''\C-', r.1,-.15,:i.. ..',..Ak ".,1..?-ft,.--1,,...„.,,,,,..,5-.,:- ',1‘',vtititql. ,,,,ez--1 \ 1 O z-,,,,,,,\ ,,,,,A,,..- ....,,,,, ...":„\\,‘,,,„ .......„.....,,,,,,,\,„,„,, , ,,,,,,,,, ,.,..„,,,,.......,,,„ .,".. .. .„:„.,„ ,,,, ‘,,,,, . ..,..',.,„,,,,„„,,, „„-„,c,„„.„ „:\,,,,,,,,,,,,,_„...„.....-..„„i 11 10.90 10.90 Recommended Anchor Anchor Name:Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 4 4. 6'' } tii � '''.-- for . "4. � ,, - "kms--*., ..• . nput data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560 .9000 Fax 925.847 .3871 www.strongtie.com o SIMPSON Anchor DesignerT'" Company: DEI Date: 3/21/2018 Engineer: MWD Page: 3/5 ,_ ' !! Software ,,, Project: McD's - . Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(Ib) Vuay(Ib) -4(Vuax)2+(Vuayy(Ib) 1 891.7 102.3 102.3 144.6 2 2213.9 102.3 102.3 144.6 3 891.7 102.3 102.3 144.6 4 0.0 102.3 102.3 144.6 Sum 3997.2 409.0 409.0 578.4 Maximum concrete compression strain(%e):0.08 <Figure 3> Maximum concrete compression stress(psi):352 Resultant tension force(Ib):3997 1 t1,2 Resultant compression force(Ho):3997 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):1.10 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):1.10 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XY ..',4 03 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(lb) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=162a4fpher5r3(Eq. 17.4.2.2b) Aa fc(psi) he(in) Nb(Ib) 1.00 3000 7.267 23891 rNcbg=4(ANc/ANco)We°,NWed,NWc,NWp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) As (in2) ANco(in2) Ca,min(in) W c,N Ped,N `f o,N W p,N Nb(lb) 0 ONcbg(Ib) 911.24 475.24 10.90 0.825 1.000 1.00 1.000 23891 0.70 26446 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0Npn=OW,PNp=1W,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Y,P Abrg(in2) f'c(psi) 0 ONpn(lb) 1.0 0.91 3000 0.70 15305 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 4/5 - ''" Software g r p, Project: McD's fa, Version 2.5.6582.0 Address: 1029 Market St 0 Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) l grout 4 Ogroat0Vsa(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)02/da2a1fcca115;92a4fcCal15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa f'c(psi) cal(in) Vby(Ib) 6.00 0 0.750 1.00 3000 20.90 47100 r Vcbgy= (AVc/Avco)Wec,v`Yd,v`Y,VWh,V Vby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avo(in2) Avco(in2) yeo,v Ted Wc,V Wh,v Vby(Ib) 0 gVcbgy(Ib) 996.93 1965.65 1.000 0.804 1.000 1.000 47100 0.70 13449 Shear perpendicular to edge in x-direction: Vbx=minI7(/e/da)02Jda/1.a4fcCall 5;9Aa4foCa11.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) cal(in) Vbx(Ib) 6.00 0.750 1.00 3000 20.90 47100 l Vcbgx=0(A vc/Avco)1Wec,v Ped,v r c.V Wh,VVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(In2) Avco(In2) recV Wed,V rc,V Th,V Vbx(Ib) Ql OVcbgx(Ib) 996.93 1965.65 1.000 0.804 1.000 1.000 47100 0.70 13449 Shear parallel to edge in y-direction: Vbx=minI7(/0/da)02Jda2a1fcca115;92a4f'ccal1.5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) cal(in) Vbx(Ib) 6.00 0.750 1.00 3000 10.90 17740 q$Vcbgy= (2)(Avc/Avco) c,vlPed,VY,V1Wh,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avo(In2) Avco(int) 1Wec,V Ped,v Wc,V `Ph,V Vbx(Ib) 0 0Vcbgy(Ib) 519.93 534.65 1.000 1.000 1.000 1.000 17740 0.70 24152 Shear parallel to edge in x-direction: Vby=minI7(/e/da)02ddaAaIfoca115;92aifcCa,7 5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa f'c(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 3000 10.90 17740 OVcbgx=0(2)(Avc/Avco)'c.V1yd,VY,V17yh,VV.by(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) `Yc,v `Yd,V YeV `PhV Vby(Ib) 0 0Vcbgx(Ib) 519.93 534.65 1.000 1.000 1.000 1.000 17740 0.70 24152 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) I01/cpg=Okcp Ncbg=Okcp(ANc/ANco)'c N Yed,N P,N P p,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(In2) ANco(In2) YaN Pd,N 11c.N Yp,N Nb(Ib) 0 OVcpg(Ib) 2.0 1011.24 475.24 1.000 1.000 1.000 1.000 23891 0.70 71172 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847 3871 www.strongtie.com ,t , Company: DEI Date: 3/21/2018 SIMPSON Anchor DesignerT"' Engineer: MWD Page: 5/5 - Software Project: McD's F, Version 2.5.6582.0 Address: 1029 Market St o Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com Tension Factored Load,Nva(Ib) Design Strength, oNn(Ib) Ratio Status Steel 2214 14528 0.15 Pass(Governs) Concrete breakout 3997 26446 0.15 Pass Pullout 2214 15305 0.14 Pass Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 145 7556 0.02 Pass T Concrete breakout y+ 409 13449 0.03 Pass T Concrete breakout x+ 409 13449 0.03 Pass II Concrete breakout x- 205 24152 0.01 Pass II Concrete breakout y+ 205 24152 0.01 Pass Concrete breakout, - - 0.04 Pass(Governs) combined Pryout 578 71172 0.01 Pass Interaction check AU/0M Vw/0V4 Combined Ratio Permissible Status Sec. 17.6..1 0.15 0.00 15.2% 1.0 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=24.000 inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax.925 847 3871 www strongtie com