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Plans 2 /2090 SG(/i /6;ti Sr DIBBLE ENGINEERS INC �� �� i\ ` S � l!�!,,4.l!� FrS>!y JUN 1 0 2019 Jul 12, 2018 JulyDDtL t'; Freiheit Architecture Attn: Matt Grinnell, Permit& Entitlement Coordinator 929 108th Ave NE Suite 210 Bellevue, WA 98004 Re: McDonald's Tigard Main, OR; Drive Thru Signs 12090 SW Main St., 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 Main, 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. Sincerely, ��`��'�GI NEFFSS% DIBBLE ENGINEERS, INC. � N F9 °� 77398E r Michael Doquilo, EIT ' Viatt • Design Engineer t ncjnG'e c' "'i OREGON �06) S&Pt.13,20 5 �� Attachments: Redlined Sheets: DT1.1, DT1.2, Structural Calculations A DSP' EXPIRES: DECEMBER 31,2019 07/13/2018 DIBBLE ENGINEERS INC 11029a r > NOTES: NOTES: _ NOTES -TOP OF PIERS SHALL BE SLOPED SUCH THAT MOISTURE CAMIOT OM ALILATE -TOP OF PIERS SHALL BE SLOPED'SUCH THAT MOISTURE CANNOT 5/5'THICK STEEL BASE PLATE NOTES ACCUIJLATE. I. VERIFY CONDUIT SIMS AND LAYOUT MTH DETECTOR LOOP MANRACTURER 6. DETECTOR LOOP MATERIALICOORDINATE THE RESPONSIBILITIES OF THE ELECTRICAL CONTRACTOR AND THE .6L.TO '' 2. CENTER VENINSTALL CLE DETECTOR LOOP IN DRIVE INKS LANE. PER MFR. PVC TUBING V2'19.1009P51 LOOP MADE FROM ONE 156TH OF THIN (4)1/5'X4-I/2'SLOTS ON AN II-V4' SC.REPLIER RECOMMENDATIONS. FOURTEEN GA16E STRANDED PURE. LEAD-INIS PRE-TMISTED DIA PATTERN SIGN 3. SEE SHEET DTA FOR DIMENSIONS.OF DRIVE-THW)LAN`CONCRETE PAD FOR AT FACTORY. 4' 5' 4' 2.6EN3UL CONTRACTOR TO INSTALL PRE-FORMED,PIRE-IVRED VEHICLE DETECTOR DETECTOR LOOP. 1 DETECTOR LOOP CONSTRUCTION: 4.3"X 3.4'X OY 3.412 GREEN BROWNS CONDUCTOR MUST BE RUN PUTN GROAT CONDUCTORS FROM GROUND 4. NO STEEL(REBAR OR ELECTRICAL MIRE)SHALL BE USED PUTNN Y OF LOOP. FORKED PITH ONE CONTIN O S LENGTH OF PVC rum NO swap FABRICATED STEEL COWAN N p13 IN PANE_LP TO ALL MENU BOARDS AND RAE BOARDS. 5. DETECTOR LOOP NUNFACTRREiS: CORNERS A5 DETAILED.MIRE LOOPED,FORMED 4 PI6TAILED DETECTOR LOOP"MAY BE BY ONE OF TIE FOLLOWING COMPANIES OR AS DETAILED. 9B'X 3.9'X 02' _ GUSSET TO 4.ALL IMDER6ROUND CONDUIT FOR AUDIO TO BE P.V.C.NO METAL ALLOYED. �� FABRICATED STEEL COLUMN ^, �� C�, 3/16' PLATE 3M: I-800-320-0053 B/5E MrE J '� L1 3n6'/ THEE To 5.ALL 6ALVAwZED ANCHOR BOLTS TO BE SUPPLIED BY THE CONTRACTOR MME: 1-800-645-4466 I -- •s•^ - SLOPE TOP TO SHED MATTER -3/16' PLATE TIP. L.n III : BUILDING MALL I-I/2'PVC caroms TO EUILVING FOR III FINISHED GRADE �, \, �.9 • LOOP DETECTOR I AAio 1 _ , L:i ; �J . '' PANS 3/4.DIA. 'IN* #I®�� CONCRETE C.LRB • DATA CABLE Y' '' _-- ',... fEX IRE(GALS) I _- I DETECTOR LOOP 1/2"STW.GOD PO g IT TO BUILDING SLEEVEF1 LANDAPE ‘� _IT �(I _. fl --- 4 -- 4 - T^`DT SCALE: - N0TE5DW6 GRADE 11 COD POST FOUDAnON Y-D V2' , I I 2'0'TO 2'-6' - �_ (3)x3 REBAR 10'L/L(3 IN I I/2'PVC SLEEVE FOR DETECTOR LOOP - ri 1 1 W I I EXISTRI6 I' TOP C IED BY q GENERAL CONTRACTOR BASE PLATE DETAIL I I I 12'0•PtIN) SsnoN A dH 1 II li`�I=� 2'-0'TO 2'-6 u 11 STIRRUP ' 5'0' LI I I 1 HOOK TSP. 'Q 4, fl 6'x IB'CURBISIITSP. _SLOPE ANCHOR EOLT I I1�\ AWAY FROM BLDG. PLAN I 1'LDYI I �.�- II l N R MASHER LCN6 ANCHOR1 I/4'PER FT. 11/2•PVC SLEEVE M DR`AAIB FOR CONCRETE cosy rt - BOLT(GALV) I 1 �' VEHICLE DETECTOR LOOP S T �`�.- - HEAVY 5/4'DIA ( ' •, PUDM OF DRIVE-TIRO LAff 11 1 ,1■el PAVEMENT __ PLAN LEAD M WRES I- TACK F �� i I._"�BALDING SLAB \\ 2'TMX. I coo POST!FONDATTON - • (a)85 BARs�.SPACED) SECTION A ANCHOR BOLT iiie II SUPPLIED BY CONCRETE LORE PAVB•ENT LI.RB i I CONTRACTOR6�� TOP OF PIERS SHALT.BE SLOPED R IN THAT TION OF O E ALLUMA.ATE < CONCRETE PAD C -- FOUNDATION WALL hiMil . 2'MAXI '��T�T ANCHOR BOLTS AFTER INSTALLATION OF POLE 6• , Li I ELEV.44' SECTION H99'X 3.9'X 02' IL NOTE: DETECTOR LOOPS AT PRESENTATION ND ORDER _ 11 - ` 1 FABRICATED STEEL COLUMN v� I IVY PVL SLEEVE FOR V@9CLE WNDOYS ARE OPTIONAL. , DETECTOR LOOP 3/4"DIA x 50'LONG 60 TO INSTALL PVC SLEEVES TO FACILITATE POSSIBLE ®,.� ANCHOR BOLT PUTH Ng t NEM FTJIIRE LOOP INSTALLATION -A roam(GALV) PLUS �A1S- GEIYRiARt'(WERE W SECTION i N. { < _. ` --- ------ •. APPLICABLE) B-DT WINDOW DETECTOR LOOP A-C.O.D.DETECTOR LOOP2,0• v I I I I 5/8'ST®.BASE PLATE 11 II DIA. 11 r. o a 5 J • �e 1B DETECTOR LOOP DETAIL DIGITAL MENU BOARD �2 D/T CONCRETE PAD J z ss°%Fgt ��'I SCALE.NOT TO SCALE DETELTORLOOPDYK I DTI.1 CONNECTION DETAIL SCALE: 1/4•-r0• E o e ili$0SCALE:NOT TO SCALE LONCRETE_PADDMS ,NOTES. NDTEsJ 's 90 °c° '11KEYNOTES -TOP OF PIERS SHAL BE SLOPED 5)044 THAT M015TURE LAt4IOf ACCUMLLAIE -TOP OF PEi5 54+410 BE SLOPED SUCI4 THAT MOISTURE CANNOT 5/8'TNCK STEEL BME PLATE - --`eSni ELECTRICAL EOUIPMSIT ITEM 215025 IN PRESENTATION 11/2'PVC CONDUIT FOR REMOTE LOOP DETECTOR I CODAGLUM..IATEo n 8° n°n`u`BOOTH.PROVVIDE 2'HOLE 4 GROMMET IN.LNCTTON BOX AUDIO CABLE'S.EL TO PROVIDE 3 PUL STRINGS INSIDE (4)T/8'X4-V2'SLOTS ON AN II-I/4'COVER NOTE;°IPE PAVBBIf TO F81aW LOTo o PLATEABOVE S P05 DATA CABLES.PROVIDE 2 1/2 0 CONDUIT. 45"X 3.IED STEEL COl1MN 4' 8' 4' ® cam° o-T°^ °c98'X 3.9'X O2' DIA PAT7L9xN FOR DRAINAGE °II/YL FORCOD DATACABLES.EC TO PROVIDE 3 PAIL FAB4D'X 3.4'X 02'ill COWMN ° `ox�,E `o OPTIONAL DTIV-TSR)'I- DETECTOR LOOP FOR ORDER I STRINGS INSIDE LONDOIT. - 1 - BASE PLATE _ FABRICATED STEEL ASPHALT PAVEMENT 5`o°Pr E y PRESO4TATION PUNDOYG-SEE 165)11).6L.70 INSTALL PVC s -- _� SLEEVES TO FACILITATE POSSIBLE FORE LOOP INSTALLATION. 1 CONANT FOR COD LOOP DETECTOR,ELECTRICAL EDAPMENT I SLOPE TOP TO SHED MUTER _ GUSSET TO e 5 ITEM 211.11E1•-SEE 18/OTI.I. �' ❑ ELECTRICAL EDAPMEIT ITEM 421502E4 IN ORDER/CAW BOOTH. .n r--.rI4 \�/J L, 346' PLATE s '=o o$o 3 PROVIDE 2'HOLE/BROMAET IN.UNCTION sox LOVER PLATE E 1/2'U2912,POYEt FOR MEND BOARD ILLIMNAITOR l I I' J .��LJ_- _546'► TIME TO � _' FOR P03 DATA CABLES. PROVIDE 2 1/2'0 ABDVE CEILING. _ 3/16'1. PATE TSP. - ts 'ORDER FERE'CANOPY LIGHTS. I I HEAVY 3/4'DIA s ® 2 5 n 1 0{•E 4 PROVIDE 5781 CONDUIT AND CONDUCTOR PER POS 4 COD �q ^� ISOLATED CACWD/DEDICATED CIRCUIT DETAIL V2'L-2412! ;. , .' L_____ HEx Nlf(6ALV) ��R �•i o S '`ESTI 1012 6ROUd7 4 I0I2 ISOLATED CROW.PROVIDE I CB PER 1t TTI _ ._ FINISHED 111 �l 111 ' /� I;'�I 5•CONCRETE SLAB A o.. 0 Ti COD. LAtIMAPE - _ 1 1 -rl� ,/� PUTH HI-TECH FIBERS °s ° GRACE T - -- ld' \ IL'-J G� REIHFORCMENr, SITE S .. S�II Io - (I- I 111 J (3J.3 REBAR 10'uc(3 M I I PLAN FOR LOCATION e c s.6 S'z TOP 3'SUPPLIED BY6I 1 4'COMPACTED BRAVE- s. 15 GENERAL CONTRACTOR) 4' 4' 1 II I'-S 1/2' ' CEILINb CEILING SECTION A I 1 !'tea' o - ® 1111 1111 _ BASE PLATE DETAIL n 7INRilI, DRIVE THRU PAD DETAIL .2E4 1 .215Ilk 3'snRRIR 0711 SC V4'•1'0' DRIVE-iHRU�AD17Y16 m,n vi INSIDE © �LZIIIZ 0 0 I ANC(4)BOR BOLT 44 44 IRE 4 HOOK TSP. I I t ILII MASHER(GALV) YI OUf51DE Ei © > _ '` 4'DIA X 90 o _ 5/ arm � DIbITPL M3U L ' I ( rii = 5/ANCFROR BOLT PITH NIT t ANc-GCR 25 BOLT(G I FINISH GRADE BY 6• ,n,� ~e� BOARD 21/.IIE1 211.1E RI•PRE-F ROMMBOARD ■ 4 WASHER(6dIH XTOPOFPAVEMENT El lvdil FEX NUT(bALV) &C. GRADE BY T FIAWC13 l J 1 J I I --���.111" I TALK / NII I �_ ' 1 _ 4 u 7, 4 - > m G z Q L J Q Q "'' Ss� II I = SECTION A ANCHOR BOLT - {� z�,r V (4)115 BARS(EO.sPACED) EENERAL A .I ,o` r, \+ I �` 'k � LTR�T�ORNOTE: 9D'X 9.9'X 02' I �� o ,3^ !� I ` -TOP OF PIERS SHALL BE SLOPED SUCH THAT MOISTURE CANNOT ACCUMIL.ATE FABRICATED X 2. LOLLDN µ( N' ') ■ i _ � a, -DO NOT CUT ANCHOR BOLTS AFTER INSTALLATION OF POLE J a I---) fI SECONDARY I I 1 I �. ,I _ �Ar4Y.1 OIR BOLT W1H NLT! NOTE: PIOVIDE E)PANsION '�U` -. 1` JOINTS 0 20,0'OL.(MAX)%) PARER(GALV) ,x, v TANDEM l J I A r _ •-_-• (1 •: CD -, o, r.. LDRIVE-THRU J II II \ c O ., 7, (P4EN APPLIES) iti CAISSON SON F BASE FOUNDATION 11 II CAISSON FOAIDATION A18-225... j)11502 ,LA 2,t"'„) DRIVE-THRU SITE WIRING DIAGRAM 12 DIGITAL PRE-BROWSE BOARD 6"X 18"CURB SECTION -,D T 1 . 1 SCALE.Nar io SCALE 31TE_WRIH4DWG s TIU SCALE.NOT TO SCALE CONNECTION DETAIL ..12:11.1.) „ALE. V4'•I'0' LLRBDWG DRIVE 1441)�'S 0 r r Ix f!PHI1 K O 33 tg `Ni_� y ah `n M gP §! atngl M , t 4RN 4 II P ^ yw 1: to � _ 73 m ��` 0 a _ (rO ` �Y . . , pi O • "A' 0 'A li > O '{ EY-Ce 9'PIER-7,\ ° ------- -I _^ __ f 6 , y D T a 8' $ Ti I FOUNDATION DEPTH P+O POTION 11- - ��� __ — I I rr o > ED > fi m 2 s m Ilirg HP 4 A 4. 1 Way g g 1 Iig4i+ - 41 r 3 asg� 6 OT i 2g 0 01 IiI ,3 2a1 0 -g8 g m IU PUHU02 f p air* 0 4 r .§ 1 0 8 e ti a° --Qj 1 Z4,,V V A m D O D r -1 CEDE NO. TELE DRAWN D', ENDEARED;Oft- 02018 McDonald's USA,LLC PREPARED DY: g 2018 MOP REMODEL McDonald's USA, LLC SID ISSUE DAA �� DESCR6SEPT DNYFREIHEIT rneee drowinge and specifications aro the confidential and proprietary O CRIRI. F REVERED 9Y property of Mc0onald'e USA,LLC and chat not be copied or reproduced I CNU INAtES without written Vphece zation. qM contract d Tents ware prepared for on this speaon e'le in conjsite or wia later issue date and a S :WEN W ',iOUF TRUSS DA E 1201, tnothe suitable drawi for use fe a different ex site or at a leter time. Use of re SEPT. 20 these drawings far reference or example on another project requires the ARCHITECTURE N U rnBRICKoWAINSCOT/COLUMNS DLE & ;DING thrynot properly mentor euhitacta and engineers. Reproduction authori of .- ,LC :,LA'2ANC" " SITE J SHE ADDRESSthe contract documents for reuse on another project le not authorized. 30-0105 12390 SO SCNOL S FERRY RD,'CARD.OR 97223 `I V t- .....JE.ES IIE. . • ,. Dibble Engineers, Inc. Pr18C1344 Sheet No.. Project: Date: McDonald's Tigard-Main. OR 7/12/2018 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) KZ,= 1.00 - (ASCE 7 Section 26.8.2) Site Seismic Properties: SDS= 0.721 g (USGS App.) S, = 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 A (-) (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 Project No.: Sheet No: 1e 1( Dibble Engineers, Inc. 8c N44 Date: 7/12/2018 By: Project: Subject: McDonald's Tigard Main.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 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) K,= 0.57 - (ASCE 7 Table 29.3-1) Kz,= 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= 1.75`'- (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: SDS= 0.721 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= 0.240 - (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 204.28 lb (ASCE 7 Equation 12.8-1) 0.7E= 143.00 lb (For ASD Load Combinations) Project No.: Sheet No.: Dibble Engineers, Inc. 18-1344 Project: Date: .1( McDonald's Tigard Main.OR 7/12/2018 Subject: By: Non-Constrained Embedded Post Footing-Digital Menu Board MWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]1/2} IBC EQ 18-1 b= 2 ft (post/footing diameter) dassnmed= 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) Si= 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 PRESELL BOARD HAVE P„ 4, SAME FOOTING AND BOLT CONFIGURATION. MENU BOARD IS WORST CASE AND USED IN ANCHORAGE CALCULATIONS ATTACHED. d b ct Dibble Engineers, Inc. Pr18C1344 Sheet No.: Project: Subject: Date: 7/12/2018 By: McDonald's Tigard-Main.OR 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 Indudfng base structure 6D.35" 13.8•• p \\\\, s.s 69:727 % vvAvA��AvA�Aw�A�A\° 4 88.68,. i \\\ \\ ��� \ " r4„r V, VwO vVAv AAvv� /�� Si ,........„ ..., . '` 1,??.,, VS wed wve$� Project No.: o.: Dibble Engineers, Inc. 18-1344 _ Project: Subject: Date: McDonald's Tigard-Main.OR 7/12/2018__ By: . Non-Constrained Embedded Post Footing-Digital Preset Board Sheet NMWD 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) ic,= 1.00 - (ASCE 7 Section 26.8.2) Ktl= 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= 0.721 g (USGS App.) S1= 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= 0.240 - (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 144.20 lb (ASCE 7 Equation 12.8-1) 0.7E= 100.94 lb (For ASD Load Combinations) je Dibble Engineers, Inc. Pr 18C1344 Date: Sheet No.: Project: McDonald's Tigard-Main.OR 7/12/2018 Subject: By: Non-Constrained Embedded Post Footing-Digital Presell Board MWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]1/21 IBC EQ 18-1 b= 2 ft (post/footing diameter) dassumed= 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) S�= 264.24 psf (lateral soil bearing pressure at d/3) A= 1.31 - (2.34P/(S.7b)) d= 3.96 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 600 lbs (vertical load) A= 3.14 ft2 (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 P2k h d b Dibble Engineers, Inc. Pr 18C1 44 Date: .1("- Sheet No.: e Project: McDonald's Tigard Main.OR 7/12/2018 Subject: By: Non-Constrained Embedded Post Footing-Digital Presell Board MWD Weight and Dimensional Info per Freiheit Architecture: Weight= 600 lbs Main display area Depth Total height including base structure 33 85" 13..8" 1,Na 69.72" II 88 65" a m" £6 ' i Dibble Engineers, Inc. Project3 4 Date: .1(-1 : Sheet No.: Project: McDonald's Tigard-Main.OR 7/12/2018 Subject: By: Non-Constrained Embedded Post Footing-Order Canopy MWD Sign Properties: Type= Order Canopy - (sign type) Weight= 850 lbs (per Freiheit Architecture) Area= 20 ft2 (per attached sign data) Roof Area= 65 ft2 (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) KZ= 0.57'- (ASCE 7 Table 29.3-1) Ic,= 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) 0.6WH.veq= 986.87 lb (total equivalent horizontal wind load) Seismic Loading: SDs= 0.721 g (USGS App.) S1= 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= 0.240 - (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 204.28 lb (ASCE 7 Equation 12.8-1) 0.7E= 143.00 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) PD= 563 lbs (equivalent horizontal dead load) Ps= 939 lbs (equivalent horizontal snow load) Dibble Engineers, Inc. 18-1344 Project: Date: McDonald's Tigard Main.OR Project No.: Sheet No.: 7/12/2018 Subject: By: ..)1( • Non-Constrained Embedded Post Footing-Order Canopy MWD Load Combinations:(Equivalent Horizontal Force) P3= 1502 lbs (D+S) P5= 1550 lbs (D+10.6w or 0.7E]) P6= 2007 lbs (D+0.75S+0.75[0.6W or 0.7E]) P= 2007 lbs (worst-case equivalent horizontal force) Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]1v2} 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) Si= 477.60 psf (lateral soil bearing pressure at d/3) A= 3.28 - (2.34P/(S 1 b)) 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 h d b Dibble Engineers, Inc. Pr 18c N44 Sheet No. Project Date: McDonald's Tigard-Main.OR 7/12/2018 By: Subject: Non-Constrained Embedded Post Footing-Order Canopy MWD Weight and Dimensional Info per Freiheit Architecture: Weight= 850 lbs iami ! — 1111111111111=1111111 ,) ,A x ",,,--0 oym: .„,„..,"".'''''''''''''*':::''''''''';-''T.,o.,.., _ _...- i MI 1 -1 ___,-----e cy______ .....„...... , . , ,..4 ,.,,. .,,,,,,, y -, .� Dibble Engineers, Inc. 18-1344 Project: Project No.: Sheet No.: Date: McDonald's Tigard-Main.OR 7/12/2018 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: 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) Ke= 1.00 - (ASCE 7 Section 26.8.2) Ka= 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: Sos= , 0.721 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= 0.240 - (ASCE 7 Sections 12.8.1.1 and 15.4.1) E= 108.15 lb (ASCE 7 Equation 12.8-1) 0.7E= 75.71 lb (For ASD Load Combinations) ject No.: Sheet No.: Dibble Engineers, Inc. 18-1344 Project: Date: McDonald's Tigard-Main.OR 7/12/2018 By: Subject: Non-Constrained Embedded Post Footing-Gateway Sign(Single)ProMWD Check Lateral: d=0.5A{1 +[1 +(4.36h/A)]'/2} IBC EQ 18-1 b= 3 ft (post/footing diameter) dass„med= 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) I2= 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/(Sib)) d= 3.53 ft (Required depth of embedment. Shoud match assumed.) Check Bearing: PA= 450 lbs (vertical load) A= 7.07 ft2 (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 h d b Dibble Engineers, Inc. Pr18C1344 Date: 7/12/2018 By:Sheet Project: Subject: McDonald's Tigard-Main.OR Non-Constrained Embedded Post Footing-Gateway Sign(Single) MWD Weight and Dimensional Info per Freiheit Architecture: Weight= 450 lbs -*°.s.,..-4 4 . ,'"fi. ,, —.4 ,»--r X+,Y.1 'AWl 1GLE 9.V1 M31:'ALLAPRt 3Al4.:+:4.•. ±..�.A...... L►,�,.. _ L. .S :344`MACK f STI PPR 141 II' S y,. ••.•••.;i=3'SLACK RTC*PVC :.ET"EEA, `€` .. .. .,,.,u _144,»Au TEFL ARIA 1/PS.411114 STEEL 44441.--,-4 ....14 C4,1444-4.C1444/14 pop-SE 4 ' a eA � Crr «W&$ACK PBS RAEx BLACK.LIS BAR 4,-, r I n % X'--`';P$f;[i)A F::TUBE fir`A 6-,R 5'°r6`;y?ld1W `it`NC: 1 4k 7�99 .1511,1 Ad:;a41 VON #8181 SKIN.... s - 44+1144 UT.11MJM SHPCVO .CSS»``Ax.1181,+[',�`kt N°.a�,4 C N. t... <�:- .»..., Y. ..... ,... 8438 3181% - 844Se 8141%--,-,- ` .,,. FRONT VI V'/ ENR.YIEW SCALE 1/4"-1-Cr SCALE' 1/4" 1'-0' { SIMPSON Anchor DesignerTM Company. DEI Date. 4/10/2018 Engineer: MWD Page: 1/5 Software Project: McD's � Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdo uilo dibbleen ineers.co m q @ 9 1.Proiect 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 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 1Pc,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 hmin(inch):25.50 Ignore Edo 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): 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 (.20 factor: not set Z 0 lb Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> . \\\ b � 'V � \`,,\ 870 tCe i � Asay�av b£ % f \p 0 ft-Ib ,107V 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 Date: 4/10/2018 "4DEI Company: MWDPage: 2/5 Engineer: SIMPSON Anchor DesignerTM Project: McD's Software Version 2.5.6582.0 ..„..... AP dh do Phone: ees:s: 41 20 52-98 M2 8a-r4k2e0t 0S t E-mail: mdoquilo@dibbleengtrieers.com, <Figure 2> ''''T••'~ 1:''''11A"; .,..,,,,,,,,..,,•;.••;:'zr"N*;',::;:tlk .'%;ZT'''''''''''''11 "wr,:if'4.''''-- ' -"--'-' -'--`,- ,,,-,""NAT,---,,,,,, ,,,,,-. • , .,,,,i,c.,,, ,,- ,,.,....:„,,,#*-.-.0.g-, ,,,,,. --..-,,- , ..,,r.,.., c) ... ,,,..f.- .,,,..i,,,.,‘, ,„4.,i i.L-.,,,,.ei-o-t- -",,?-.,:- -,? ',!..,,,,-,, ;,-.: ..„..3.,., - ',.v!!---!! wv",,,k k.!!!"--.-_----- --!: I-. \fig!!;-!-..,:',:t!!!!!!f!!!!!!iW!"! lyt -,-.„...,,,,givz DISTANCENINCREASEDOTE: EDGFEOT FOR DFOEACCOUNTSOITGI NNCIRCULARG ;"!lti.1-!! "4-f-!"-%*'-! ! , s;! - ::::'''''': ' •.' ' : r! " ''.4*yko6',''', 111 it.;.<4?-,--e'.--',,,;------i---,',, .,-....',''. .'..•'.f:.'''q•': -, .....;..-... . ,:',....,-,.,:-,.,.r.,w,0''.,,'"",".1,4.7,:1 '--",;.• 0 0 itto'' N::, ,„,fyt . -.•''. ' •.,...• • :•":" .-" .::‘..!'.1.Ntv, We.i. 1 ...J !--!kA ?!-:-:`,c--',!!!",il!!!!..N.-Itik4-.!!!7.'!!!!"'..'!' '-..,'!-!!"'!' : .:::!‘ ::•!:!::. 'i,!:"":!2!,-- WA!!'''-.' ":44,.„,. \ .„,'& !.,!!.4w%.!liVk4,„! „ ' !!,40 cz) !'\\\!!!i-°-;!' "'"4s°1''kl'i#:, " "0 0 iltiti.- --,0 N A; -/-r.1'4 .,...0-7-., '-h1V,''11.',;', '' '.':-,-, !!!!'! I -,-,,,'.4,11,4\ON:,-,sTe-_,,,Ig---::-.-_;-„,---.1,-1-,,, ,-.g.3k.„:::,-z-,- ,,,,,,-- --- ,,-,41,,,', ,.,-.„,,gatit-i„,,',„„, .„„ 1 - 7.00 7.00 ,,_... Recommended Anchor Hex Bolt- Anchor Name: Heavy3/40 Heavy Hex Bolt, F1554 Gr.36 ,, , 0.0,,,,,„i,„ ,.s,,,,t..••':,._.)-;0-,741+t7-7,:ii,J4iii'77i-..\'-iri Jx----,1_-,--_, Input data and results must Las be checked for agreement with the existing circumstances,94588pthhoenset925.560.9000 Fax:925.847.3871andards and guidelines must bechewwwcked.sfotrropnlgatuies.icboilimty. Positas Boulevard 5956 W. Pleasanton,CA SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 3/5 , %,- ‘‘‘N,' Software Project: McD's 1' Version 2.5.6582.0 Address: 1029 Market St iD 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) V.(Ib) V.(Ib) 1i(Vcax)2+(Vcay)2(Ib) 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 0.0870.0 870.0 Maximum concrete compression strain(%o):0.11 <Figure 3> Maximum concrete compression stress(psi):495 Resultant tension force(Ib):8458 'l (u'2 Resultant compression force(Ib):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 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 II.- Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XV 04 c?3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 ON.(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=16Aa"Jf'oher513(Eq. 17.4.2.2b) Aa fc(psi) hei(in) Nb(Ib) 1.00 2500 10.000 37133 0.75ONcbg=0.750(ANc/ANco)¶Pec,N Y ed,N Yxc,N Yxcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) AN.(in2) Ca,min(in) yxee,N Yed,N YCN gep,N Nb(Ib) 0 0.75ONcbg(Ib) 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=0.750nPNp=0.75OYcP8Abrgfc(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) geP Abg(in2) f'c(psi) 0 0.75¢Npn(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 Engineer: _MWD Page: 4/5 PNRY " Software Project: McD's a _1 Version 2.5.6582.0 Address: 1029 Market St c 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/6Ca1)Nsb=0.750{(1+Ca2/Cal)/4}(1+S/6Ca1)(160Ca1JAbrg))\4(Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2) s(in) Cal(in) cat(in) Abrg(in2) 1.a 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 0grout0Vsa(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=min17(le/da)02/daAa Jf,Ca11 5;9AaJfcCa11.5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) 1a fa(psi) Cal(in) Vby(Ib) 6.00 0.750 1.00 2500 15.00 26143 0Vcbgy=0Ova/Avco)WYec,vWYed,vWYa,vWYh,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Ava(in2) Avco(in2) WYec,v WYed,V WYc,v WYh,v Vby(Ib) 0 f6Vcbgy(lb) 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(/e/da)02Idax2aJfccall 5;9Aa4fcCa11.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fa(psi) cal(in) Vbx(Ib) 6.00 0.750 1.00 2500 7.00 8334 QVcbgy=0(2)(Avc/Avao)`Yegv Ped,vYc,vWh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Ava(int) Avco(in2) Wlec,v WYed,V WYc,V 'Pa,v Vbx(Ib) 0 fVcbgy(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.17.5.3) 0Vcpg=QkcpNcbg=0kcp(ANc/ANao)WYec,N WYed,N WYc,N WYcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kap ANc(in2) ANCO(in2) WYec,N WYed,N WWc,N W/cp,N Nb(Ib) 0 lbVcpg(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, on,(lb) 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, aVx(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 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 Pryout 870 36043 0.02 Pass Interaction check /V,./ON, V,/0V, 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. 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 Engineer: MWD Page: 1/5 Project: McD's Software 'a� ,� i 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 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,her(inch):24.000 Anchor category: Reinforcement provided at corners: No Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in hmin(inch):25.50 Ignore 6do requirementko: No shear: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): 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 00 factor:not set Z 0 lb Apply entire shear load at front row:No / Anchors only resisting wind and/or seismic loads: No <Figure 1> y b1 .,A'''‘N(‘' ;''''''', ::, .'''''''''''.`A '* '-: AS': ‘,"..'‘,.'''‘i''' ,, k *''r'.A.A - , : x-- /� ; ...-s,,A ', \�� ''''\'% \,,\‘‘'‘,,,,\� \\\��fie � / 4 - �, 616 i \ r F. 61 e 4512 ft-lb 4512�ft\\Ib -�\ e,N,,\3 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 4/10/2018 Date: Page: 2/5 El Company' DisAWD I Engineer: mcD's Project: 1029 Market St SIMPS Address: 425-828-4200 ."-------- ,....0.....„:„.,,N AsonfctwhoarreDesigner TM Phone: iiii‘i,11.*:.1....,:::;,..;.1..„-,,,-A...... ‘• Version 2.5.6582.0 4 ITAINNCGETO ngineers.com„, cp <Figure 2> . . .......................... . . ..................„......„...„..............„................................................................. \iWl;'''''::::';T;-! : !'6:;n::; : n:'d'!!'?''..:::''':'ll'''i.''..'j°:''''.d'.I.;.:,''i.„,''bb'le'''''...''':',' t, tiNeiiiiiiiiiiiiNOUVtUtaP4ROtZMNI21 -14.4t.!4N.;iiiiiiiieii.kikK.4MENWMstb inilloitiX1111r.-4-434.,'"g."itittiiiii6101,, i%1*\AikOlgiiRilififilitiliti%1 .1""0"1"""gl"W4P1111111$11\11WRIMISIk:%.1411i14111111114114111 DDFOE FOOTING ----"- ---- -,--*•,,,,e,,,,N,Ibt,ii.g:?\;:15,0-Esk„,,,,„„.,„,,,,,„,,,----- ..........„,",",":„.„,„,":",„,„,,,,,,Ettookit.,,,gitings I r4I"":"'''''''"-- ..........",",".,„„„„,"„,,,virKidtitl*gtk\iitiiiiWl.!W kgliZTINIUO.OfNa4hitillillg! !!!!!„.....................„:„.,,,,,,,,,,iiiiiimiriii"RNAMAN4*getiali !.:!!IRN8N''''''':''''':'''':':''':'::'::::'::::::::::::':::':':':'--............„i„..."„..,.:..:,::!..:.:.!..::"!:!!:!:i:!i,ii,itit,I!:!;,1!;:!iI": r.i..,:::!Liktf! 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N11.1Mbeli4iltiqMOMIONNOtkinftm::::::::::::':--- 111111111I4‘.., 7.00 7.00 HeAanycyh or AnchorRecommended Name: Hex Bolt-3/40 Heavy Hex Bolt, F1554:r.36 .,.......,,....,.::..,.,„,,..,.*,......,...,10111414....:i',..,"-:::.:.''..,:!1..li!.4144''.,:i4,5.-Ta.,..;;;;;a411„.......,.,.................... ‘`....":- ,livirik.ti ,.::::.,441,,,,,I,..:',E,,,,..,:-......- ".,....,,,, K.,.:,,,,„..L.:::..,..:::.....:,,,,,A...,..,....,-........ .a".0.0.,:,.....,,,:......-- the existing circumstances, 94588 Phone:92 ent with CA checked for agreement rd Pleasanton, must be s Boulevard data and results 5956 W.Las Posita Input :::.::.::..:,......„...,, .... . .. ....:.,::....„.,._..... ..„,.:..:..... . the stand5ar5d6s0a9nodogouiFdaexlipe9s2578u4s7t.b3e87c1hewwwcked.sfoirropnlgatuies.icboilimty. t SIMPSON Anchor DesignerTm Company: DEI Date: 4/10/2018 Engineer: MWD Page: 3/5 % Software i Project: McD's I,rea'' ,,, Version 2.5.6582.0 Address: 1029 Market St e 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) Vuay(Ib) J(Vuax)2+(Vaay)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 '�)1 02 Resultant compression force(Ib):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 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 X 04 03 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 tbNsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=16AaAifoher513(Eq. 17.4.2.2b) Aa fc(psi) het(in) Nb(Ib) 1.00 2500 4.667 10426 0.75QNcbg=0.75 (ANc/ANco)Pec,N`Wed,N '5NWYcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) ANco(in2) Ca,mm(in) Wec,N Wed,N WqN ¶cp,N Nb(Ib) 0 0.750Ncbg(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) 0.75"5=0.750Wc,PNp=0.750`Yo,P8Abrgfc(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) tyc,P Abrg(in2) f'5(psi) 0 0.750Npo(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 ,T •= SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 4/5 :;dam° Software 1 Project: McD's � :V�, 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.17.4.4) 0.750Nsbg=0.750{(1+Ca2/Ca1)/4}(1+S/6Ca1)Nsb=0.750{(1+Cat/Ca1)/4}(1+S/6Cal)(160Ca11/Abrg)Aif'c(Sec. 17.3.1,Eq. 17.4.4.1 & 17.4.4.2) s(in) co(in) cat(in) Abrg(in2) 2a fc(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) l gout 0 Ogroat0Vsa(lb) 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)02IdaAaSIf'cCa11 5;9Aa if'cCall'5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 2500 15.00 26143 OVcbgy=0(Avc/Avco)Yec,VWed,VWc,vV'h.VVby(Sec. 17.3.1 &Eq. 17.5.2.1 b) Avc(in2) Avco(in2) Yec,v Y'ed,V Vc,V Y'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)02IdaAa4fcCal1 5;92a'If'cCa1'SI(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) cal(in) Vbx(Ib) 6.00 0.750 1.00 2500 15.00 26143 �Vcbgx= (Avc/Avco)Y'ec,V Y'ed,VY'c,V'Yh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Yec,V Yed,V Ya,v `Phv 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: Vex=min17(/e/da)024da2adfccall 5;9Aaxf'cCa1''5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) Aa fc(psi) cal(in) Vox(Ib) 6.00 0.750 1.00 2500 7.00 8334 OVcbgy=0(2)(AVc/Avco)Yec,vYed,VYc,v`V',vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Yec,v Yed,V Yc,V Y'h,v Vbx(Ib) 0 1 Vcbgy(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)01ddaAaIf'cca11 5;9Aaif'cCa1'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 6.00 0.750 1.00 2500 7.00 8334 OVcbgx=0(2)(Avc/Avco)Y ec,VPed,vVc,VPh,VVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Yec,V Ved,V V o,V Yh,v Vby(lb) 0 0Vcbgx(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.17.5.3) 0Vcpg=QkcpNcbg=Okcp(ANc/ANco)Vec,NY'ed,NVo,NYcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(in2) Vec,N Yed,N V o,N Ycp,N Nb(lb) 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, aNn(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,V.(lb) Design Strength, oVn(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./0N, Vua/0V, 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 circumstancesthe 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 „1 Date. 4/10/2018 > SIMPSON Anchor DesignerTM Company: DEI �� ., Engineer: MWD Page: 1/5 � Software Project: McD's '' ,moi, Version 2.5.6582.0 Address: 1029 Market St 0 Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com 1.Project information Customer company: Freiheit Project description:Order Here Canopy-Case 1 Customer contact name: Location: Customer e-mail: Fastening description: Comment: TE: C AS 2 O BY INSPECTION 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 4,c,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 ati corners: No Anchor category: Ignore concrete breakout in tension:Yes Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):25.75 Ignore Edo requirement: No Cmin(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 lb <Figure 1> Z\ �A ,,,',�\ AVAV ` V \ �\vAv�`, ” \ vAVA�v�wA\A\ � .� \-,,, ,\\- \" v\ � 44. � - ,, y 267; a''''''-'‘k\ \\ \ �� \\ ` 'V vA % j �� \\\\ \ ..,, meq, r vA\�V\OVAAAOA •v A �A�\� � \vvoevAAV@A�AAOA / A VA` VAA\er vv A\ � " t \ m % i\ ��i \\ �\\\�0 % Vii � \\ ''';'1: 'N''- \\\ 1 *' %'-'*'' '''''' '''''''''''i''''' 1* *'''—' %'\\\ Baa, 20809 ft-ib % \\\\\\ 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 vwow.strongtie.com SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 2/5 $ Software Project: McD's v�awuv4- Version 2.5.6582.0 Address: 1029 Market St C Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> t nh %" 3 :/ 6 aFq � F • r • t tt\ " i \\ �"�\ \ \Ewe ib,Atkilovih wt v�v X00`��\�`v N�\ \ N NI\ AgAt t t / A At, V AA t At` v Ap % Y > v N \\\ �\\0\\ u Set�\ v � \ \\ vt\�� � ��v «. � t v�\ v�t 1 \ \ • 10.22 10.22 Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr.36 k , 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 ko . SIMPSON Anchor DesignerTM Company: DEI Date: 4/10/2018 Engineer: MWD Page: 3/5 Software Project: McD's '''''''''''Nfti 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, Noa(Ib) Vuax(Ib) V.ay(Ib) J(Voax)2+(Vuay)2(Ib) 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 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 01*' Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XV 0 4 (ID 3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(Ib) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0Np,,=( Po,PNp=/Pc,P8Abrgf'c(Sec. 17.3.1,Eq. 17.4.3.1 & 17.4.3.4) YicP Abrg(in2) fc(psi) 0 0Np„(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.corn Mj { SIMPSON Anchor DesignerTM Company: DEI Date. 4/10/2018 � �� Engineer: MWD Page: 4/5 �� Software ��� �'' Project: McD's -NA ,4,., - 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. 17.5.1) Vsa(Ib) Ogrout 0 Ogroutf Vsa(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=minI7(le/da)021gdaaalJfbca11 5; 9aa4fcCatl_5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) ,1a fc(psi) cal(in) Vby(Ib) 8.00 1.000 1.00 3000 21.22 48186 OVcbgy=0(Avc/Avco)Vec,v`Yed,vK'c,v`/,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Web Ped,V Y'c,V Y'n,V Vby(Ib) 0 OVcbgy(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(Ie/da)02JdaAaJfcCa115;92a1fcCa11.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) Aa f'c(psi) cal(in) Vbx(Ib) 8.00 1.000 1.00 3000 10.22 16106 r/Vcbgy=0(2)(Avc/Avco)Yec,vq'ed,VVbVWn,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Wec,V 'Fed,v Y'c,v W'h,V Vbx(Ib) 0 0Vcbgy(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) Os..=OkcpNcbg= Okcp(ANc/ANoo)Y'eaN Yed,N Y'c,N Y ep,NNb(Sec. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc(in2) ANoo(in2) Pec,N Yed,N Y'c,N Yep,N N5(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.) Tension Factored Load, N.(lb) Design Strength, oNb(Ib) Ratio Status Steel 10619 26363 0.40 Pass Pullout 10619 25217 0.42 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength, mV„(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 Nua/gNx Vaa/iVv 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 corn Company. DEI Date. 3/21/2018 SIMPSON Anchor DesignerT"" Engineer: MWD Page: 1/5 Software�� Project: McD's „ " v f 4�V` i Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.corn 1.Proiect information Customer company: Freiheit Project description:Single Gateway Sign-Case 1 Customer contact name: Customer e-mail: Location: SE 2 OK Comment: Fastening description: CA BY INSPECTION 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,fe(psi):3000 Anchor type:Cast-in-place 4Po,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 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> mss 577 ,, 0- - \i rpt lb 0 ft-Ib 3865 ft-lb \ � 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 M SIMPSON Anchor DesignerT"" Company: DEI Date: 3/21/2018 Engineer: MWD Page: 2/5 Software Project: McD's ,, Version 2.5.6582.0 Address: 1029 Market St Phone: 425-828-4200 E-mail: mdoquilo@dibbleengineers.com <Figure 2> �� � cvyA��`y ���iyvP','v\\v //// vAAv v w vAv A. :Y vVAvv �j /j// � � \� VA v��VA v\v�VAA����3� -,..'",:,,,:a:''':,:'':'::.•"':..::::'..:: vvA\ ' ' v Y, \\A\\t\tt\\livvA �VA �A y \\\\ v�v t-IIIIIIII/\ A li � \Av\lad vv� g � w d1x� /: vvVv ,; A �O\ *1 /yA /may* \ \ �� / }\hv V A\V\ \\\s V -,;''M*, O � \ v-;; \A A\A �V\$\\ a ,, v' s, 01 � � �\VA vAA s g N v �' O 10.90 k 10.90 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"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.strongtw.com 0 SIMPSON Anchor DesignerTM Company: DEI Date: 3/21/2018 Engineer: MWD Page: 3/5 ��„�, Software Project: MCD's W)' 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) V.(lb) Vuay(lb) J(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 01 o2 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 i Y Eccentricity of resultant shear forces in x-axis,eve(inch):0.00 .... ;i- 011e- Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XV o4 o3 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N.(Ib) 0 ONsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=16Aa,/f'cher5°(Eq. 17.4.2.2b) Aa fc(psi) her(in) Nb(lb) 1.00 3000 13.933 70703 ¢Ncbg=0(ANC/ANco)Fec,N Fed,NYjc,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) ANco(in2) Comm, (in) y'ec,N Ped,N y'c,N f'cp,N Nb(Ib) 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) ONpe=0l'gPNp=0Wc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 & 17.4.3.4) y'c,P Abrg(in2) fc(psi) 0 gNpe(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.corn SIMPSON Anchor DesignerTM Company: DEI _Date. 3/21/2018 Engineer: MWD Page: 4/5 '` Software Project: McD's „ 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.17.5.1) Vsa(lb) ldgrout 0 OgroutOVsa(lb) 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/d0024da)a4fcCalt 5, 9/1.4fcCal1.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) .a f' (psi) cal(in) Vby(Ib) 6.00 0.750 1.00 3000 20.9047100 OVcbgy=0(Avc/Avoo)Yec,vYed,vYa,vY'n,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Ave.(in2) Avco(in2) Y'ec,v i 1Ped,V Yo,v- Ynv Vby(Ib) 0 OVcbgy(lb) 996.93 1965.65 1.000 0.804 1.000 1.000 47100 0.70 13449 Shear parallel to edge in y-direction: .r.., Vbx=minI7(/a/da)02,/daitaA/fccal1 5;92a4fcCa11.5I (Eq. 17.5.2.2a&Eq. 17,�. .2,2b) le(in) da(in) Aa fo(psi) cal(in) 5� Vbx(Ib) 6.00 0.750 1.00 3000 10.90 l. 17740 (bVcbgy=0(2)(AVc/Avoo)Yeo,vYed,vWc,vY'n,v1Ybs(Sec. 17.3.1, 17.5.2.1(c)&"E'q-17.5.2.1b) Avc(in2) Avoo(in2) Y'ec,v Y'ed,v Y'o,V Y'n,v Vbx(lb) 0 ffVobgy(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) OVcpg=Q1kcpNcbg= Okxp(ANx/ANxO)Y'eo,NPed,NY'c,N Y'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp AN,(in2) ANco(in2) Y'ec,N Wed,N Y'qN Y'cp,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.) Tension Factored Load, N.(lb) Design Strength,01%(lb) 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,V.(lb) Design Strength, 0V„(Ib) Ratio Status Steel 144 7556 0.02 Pass T Concrete breakout y+ 577 13449 0.04 Pass(Governs) II Concrete breakout x- 289 24152 0.01 Pass(Governs) Pryout 577 71172 0.01 Pass Interaction check N./ON, Vaa/11.4 Combined Ratio Permissible Status Sec. 17.6..1 0.16 0.00 16.4% 1.0 Pass 3/4'ID 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 „. APPROVED OFFICE COPY CITY OF TIGARD vi x' j) FOR CODE COMPLIANCE AN ed: [ 1 i' -141 '• I- ' - ____________ 11.0.. Date: 4,-