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Specifications (5) sniislamis X F , I ,,,' i Iii Th 4.""., . area fortil'Insm i t Please r$ e zw t ',''= sulmitting ',,,, ;l ¢ review responses revisions. 4;rtlis f :'`' *:,.' it pro ', ,p. 0111 res1VO,Se toyo ect, City of Tigard • celyimuNrrt pEVELOPMENT DEPARTMENT Transmittal , 11 ,,_ ge, 13125 SW Hall Blvd. •Tigard, 97 23 . 503.718.2439• www.t' -or.gov M,flirt*t i. . ,r iii i(_... / A C r : 1 ; To.: Tom H s ter ATERECEIVED: DEFT: BUILDIN ~ VISIOl+3 RECEIVED FROM: Joei Bettencourt NAY 3 2021 a : M hs CITY OF TIGARD CUMPAP��IYs` .fi`� -�+�!' �i�*nt�`r�3. ' � BUILDING DIVISION PHONE: 50 '443 57 B itE. l W 85th Ave, Tigard, OR 97224 8 P2018-C 87 Imo'. ) (Permit timittieri Durham AWWTF Phase 5 Expansion (P� a or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS:., Copies: r.I tl 1 : I rilstion: Additional set(s)of plans. Revisions: Cross section(s)and details. Wall ling and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 2 Other(explain): Deferred submittals for your review ItElklARKS:Please find enclosed the following sublit,ittals,submitted for review under MSC 11115-1.4 Horizontal Ettd Centrifugal Pumps(Parts:$180,000 Labor.$30,000) 14622-2 all t, iyout l aw s arts:$11I0,000,Labor$92,000) t+t o o FOR 4FFIE USE ONLY. Routed to Permit Tec Date: ..�" 12— ..�.1 , Initials: Fees Due. No Fee Description: _ Amount Due: Pl -v. Kw ; - $ J9 lot` .S, ". . VI co p rm c4is's $ i 0 J. ' "'. Special Instructions: Reprint Permit(per PE): El Yes Na 4--''r �Done i liica> t Notified: _ Date:„ ,,{'} Initials: .fA,Z,A..._ I:\Building\Farms\Transmi►tall etter-Revis s.doc osas 2oI2 • I Ma Submittal #14622-2.4 CleanWater Services 14622 - MONORAIL ELECTRIC WIRE ROPE REV1,7-10NHOISTS Clean Water Services fl 0 [ ' — Q 0 0 - ? -) Project:6757- DM Secondary Train 5 Expansion 16060 SW 85th Ave J" g 16060 SW 85th Ave Tigard,Oregon 97224 / N) _ ''iC 4 + "" Tigard,Oregon 97224 Phone:(503)547-8150 r. `y _ Phone:5035478150 Distribution Summary Distributed on 02/7/2020 by Rebecca Reilly-Lott(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF),Kyle Hansen (McClure and Sons Inc),Sean Goris(Black& Veatch),Dave Clements (Black&Veatch),Theresa Jones(Black&Veatch), Rebecca Reilly- Lott(Black&Veatch),Isidro DeAllende(Black&Veatch),Stan Orr(McClure and Sons Inc) ,Jason Jarmin (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(Black&Veatch) No Exceptions Taken Monorail Layout Drawings REVISION: 4 SUBMITTAL MANAGER: Dave Clements(Black&Veatch) STATUS: Closed DATE CREATED: 01/24/2020 ISSUE DATE: 01/24/2020 SPEC SECTION: 14622-MONORAIL ELECTRIC WIRE ROPE HOISTS RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 02/14/2020 LOCATION: RAS/WAS PS COST CODE: LEAD TIME: 7 day(s) TYPE: Shop Drawing APPROVERS: Dave Clements(Black&Veatch), Pat Orr(CWS-Rock Creek AWWTF),Randy Robbins(CWS-Durham AWWTF), Dave Clements(Black&Veatch),Dan Garbely(CWS-Durham AWWTF) BALL IN COURT: DISTRIBUTION: Rebecca Reilly-Lott(Black&Veatch),Stan Orr(McClure and Sons Inc),Theresa Jones(Black&Veatch),Jason Jarmin(McClure and Sons Inc) ,Kyle Hansen(McClure and Sons Inc),Sean Goris(Black&Veatch),Dan Garbely(CWS-Durham AWWTF),Isidro DeAllende(Black&Veatch) ,Dave Clements(Black&Veatch) DESCRIPTION: Please see the attached revised monorail shop drawings for review and approval. Notes: Updated installation drawings showing all bracing locations. Clean Water Services Page 1 of 2 Printed On: 10/29/2020 11:07 AM Submittal #14622-2.4 CleanWater Services 14622 - MONORAIL ELECTRIC WIRE ROPE HOISTS SUBMITTAL WORKFLOW NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE General Information 14622.2-Monorail Layout Attachments Drawings-Rev 4.pdf Dave Clements 01/24/2020 01/24/2020 01/24/2020 In Review No Pat Orr 01/24/2020 02/07/2020 01/27/2020 Exceptions Taken No Randy Robbins 01/24/2020 02/07/2020 01/30/2020 Exceptions Taken No Dave Clements 01/30/2020 02/14/2020 02/07/2020 Exceptions Taken Dan Garbely 01/30/2020 02/14/2020 Pending BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On: 10/29/2020 11:07 AM ncvuiun un uwc MONORAIL DATA NO.)ATE SUBJECT ; 1 I:IIIn019 Addition of Horizontal Best Hook Approaches DRAINAGE DRAINAGE RAS 1 RAS AREA C MONORAIL WITH 90°CURVE 2 O1k42020 Ammended Section E& PUMP#2 PUMP#1 PUMP j PUMP 465HOIST1901 Addition of Section F EQUIPMENT NUMBER: 6'-10" 44'-8" 12' 3'-7" CAPACITY: 3 TON LIFT: 21'-0"AVAILABLE 1 3 I I 1 I LOUDEN#604-1231 SUPER TRACK .1� 53'-1 4 C 1 13'-24 C / MONORAIL BEAM: Si I Si 3 LENGTH OF MONORAIL TRACK: 113'-6 7/16" APPROVED BY DATE \ `I` li SHIPPING WEIGHT T.SCHMIDT 07/27/2018 1` MONORAIL: 5,400# i I HOIST AND TROLLEY: 1,140# P3505 TRS 07/27/2018 9-4 8-116 TOTAL: 6,540# m / 16'-7-1,, / 3'-1� 8 TRAVEL SPEED 13'-4" 1 _� _ ��_ U TROLLEY: 40/13 FPM 0.5 H.P. r 22.50000° 1 1' —� MONORAIL HOIST: 15/5 FPM 3.0 H.P. z �J �� ,,_ LOUDEN#703.7221R LOUDEN#703.7221L 5'-18 R4' s..2 _ R4' \ �� MANUALLY OPERATED MANUALLY OPERATED SPUR HOIST MODEL NO: O RIGHT HAND SWITCH LEFT HAND SWITCH - --/ 5-9 ACCO#X1WO3D021-15L2D1 ELECTRIC WIRE ROPE v Z Q �i LOUDEN 604.12315UPERTRACK Q CL 4'0" II Ii tl AV! 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S3 CUSTOMER SIGNATURE DATE 11 "evuwry Un uw❑ NO.)ATE SUBJECT Q Q B MONORAIL MONORAIL SPUR SPUR I , 6' 10" 47'04" I /I/ 66'-1" / APPROVED BY DATE I T.SCHMIDT 07/27/2018 /+' 511-6" / F3505 TRS 07/27/2018 ,}' 48'-11 "2 / /i' 46'-11 6" / XI- 44'-68" / I g - Z 41' 68" / v z Q 5 1 / Q oc I ¢_ o w\ liE * \ �- F— w 171 la H MONORAIL CENTERLINE Q �0 12'4" I 12'4" _� - - - L Ci- t ¢ Q LL o 7SPUR_ MONORAIL zQ U �� OLel Q z 5' \ 1'216" 1:: \ 1 38 2 1�5 5 38 5 58 3' 1016" g111 711 5 9 Q ,�W z 13 O V T ® jim 16 I — — — c=c Q MONORAIL ( \ a MONORAIL a M /, 7'1-11 14"x14" EMBEDED OVERHEAD PLATE 1 1 — /�� 8' 113 / SUPPLIED& INSTALLED BY OTHERS 12' 16-8 I' 16 36-3 • 11' 116" / X 26'-416 ` " / 'SOUTHWEST WALL='; ;z:. 4 I \ - Z � NORTHAT WALL ::'.: Q 0 0 — MONORRAIL a MONORAIL PLAN VIEW z 06 PSPU EMBEDED OVERHEAD PLATE LOCATIONS - 21 TYPICAL N Z cc U r x 000000 DRAWN BY: T.SCHMIDT CHECKED BY: T.SCHMIDT SCALE: VARIOUS JOB NO. F3505 REFERENCE: CUSTOMER VERIFIED ALL DIMENSIONS AS SHOWN SHEET NO. ON WASHINGTON CRANE&HOIST DRAWING. S4 CUSTOMER SIGNATURE DATE Submittal #14622-2.3 �`� CleanVVater Services 14622 - MONORAIL ELECTRIC WIRE ROPE HOISTS Clean Water Services Project:6757-DM Secondary Train 5 Expansion 16580 SW 85th Ave 16060 SW 85th Ave Tigard,Oregon 97224 Tigard,Oregon 97224 Phone:(503)547-8150 Phone:5035478150 Distribution Summary Distributed on 01/23/2020 by Rebecca Reilly-Lott(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF),Kyle Hansen (McClure and Sons Inc) ,Rob Bechtloff(McClure and Sons Inc),Sean Goris (Black&Veatch),Dave Clements(BV)(Black& Veatch),Theresa Jones(Black&Veatch),Rebecca Reilly-Lott(Black&Veatch), Isidro De Allende(Black&Veatch),Stan Orr(McClure and Sons Inc),Jason Jarmin (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(BV)(Black&Veatch) Make Corrections Please provide updated installation drawings Noted showing all transverse and longitudinal bracing locations for inspectors(resubmittal required, but no further changes expected).This was requested on submittal 14622-2.2. Monorail Layout Drawings REVISION: 3 SUBMITTAL MANAGER: Dave Clements(BV) (Black&Veatch) STATUS: Closed DATE CREATED: 01/15/2020 ISSUE DATE: 01/15/2020 SPEC SECTION: 14622-MONORAIL ELECTRIC WIRE ROPE HOISTS RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 02/5/2020 LOCATION: RAS/WAS PS COST CODE: LEAD TIME: 7 day(s) TYPE: Shop Drawing APPROVERS: Dave Clements(BV)(Black&Veatch),Pat Orr(CWS-Rock Creek AWWTF),Randy Robbins(CWS-Durham AWWTF),Dave Clements(BV)(Black&Veatch),Dan Garbely(CWS-Durham AWWTF) BALL IN COURT: DISTRIBUTION: Rebecca Reilly-Lott(Black&Veatch),Stan Orr(McClure and Sons Inc),Theresa Jones(Black&Veatch),Jason Jarmin(McClure and Sons Inc) ,Kyle Hansen(McClure and Sons Inc),Sean Goris(Black&Veatch),Dan Garbely(CWS-Durham AWWTF),Isidro De Allende(Black&Veatch) ,Dave Clements(BV)(Black&Veatch) DESCRIPTION: Please see the attached revised monorail shop drawings for review and approval. Notes: Comment#3: No additional bracing is needed per the attached calculations.See sheets 9 and 10. Please expedite a review,as the embeds will need to be set for the elevated slab pours starting in about 2 weeks. Clean Water Services Page 1 of 2 Printed On:04/29/2021 09:58 AM Submittal #14622-2.3 \� Clean�Uater Services 14622 - MONORAIL ELECTRIC WIRE ROPE HOISTS SUBMITTAL WORKFLOW NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE General 14622.2-Monorail Layout Information Attachments Drawings-Rev 3.pdf Dave Clements(BV) 01/15/2020 01/15/2020 01/16/2020 In Review Pat Orr 01/16/2020 01/29/2020 01/23/2020 For Record Only Randy Robbins 01/16/2020 01/29/2020 01/23/2020 For Record Only Please provide updated installation drawings showing all transverse Make and longitudinal bracing Dave Clements(BV) 01/23/2020 02/05/2020 01/23/2020 Corrections locations for i (resubmittal reqequeetors uired,but Noted no further changes expected).This was requested on submittal 14622-2.2. Dan Garbely 01/23/2020 02/05/2020 Pending BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On:04/29/2021 09:58 AM r B MONORAIL MONORAIL SPUR SPUR I 6' 10" 47'04" X I 4' 66-1 / '-. Oho A' 511-6" / O a n X 48'-112" / .i' 4 "' 6 /1 CT v) X 44'-6-5,, /OD q %rn a A 41'-6g" /v Xico5 / N n z 'I / 1'-216" i r+ cn \ liE I•I \ MONORAIL CENTERLINE121-4" 1 * 121-4" - MONORAIL —n SPUR 51 - 1 - 7 5'33 5 53 7 5'-9" 15 8 8 3'-10 7" - 1-38 7 - \ 1 216 \ 1 38 2' 1016 - 16 \ n MONORAIL L \------I ❑ MONORAIL .�' 7'-1g" 14"x14" EMBEDED OVERHEAD PLATE 1-1 - 16 8 8' 116,. / SUPPLIED& INSTALLED BY OTHERS 12' 36 3 .I1'- 11' 116 / X 26'-416" SOUTHWEST WALL is `!!. %'4' cm \ _ O ox NORTHWT WALL:::';: >0D T.8 MONORAILP a MONORAIL PLAN VIEW A T.< EMBEDED OVERHEAD PLATE LOCATIONS o z z 21 TYPICAL y K o . 0_0 PROFe•S z p c.p.\-cNGINf£ S'09 y 4 i624PE- l F fit GBty q oo 84 'RRY t 4 `2` Z v F�`I N G�oc C7 D x N D EXPIRES: 6/30/21 'NG� 0> rn i I?1 A r Y 3 PL 1= "x1'-0"xY2" W/ (18) 5/8"0 NELSON STUDS W/ 10" EMBEDMENT. STUDS SHALL BE AUTOMATED END WELDED WITH MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATION. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES UNTIL CONCRETE STRENGTH f'c REACHES TO 4,000 PSI. 1'-2" ♦Y '� 1>> 1,, 11" 11" 12 52 - 52 f 12 n ! PL 1'-2"x1'-2"xY2" W 9 "� GaO (nO / ( ) fi * z 1 2-1/2" 0 0 0 NELSON STUDS W/ 8" EMBEDMENT. cco C 0 1 STUDS SHALL BE AUTOMATED END rn a — WELDED WITH MANUFACTURER'S c n 52 STANDARD EQUIPMENT IN r ACCORDANCE WITH THEIR v x can 3 1/2 RECOMMENDATION. NO LOADS OR N . 1'-2" I O O O WELDS SHALL BE PLACED ON 0 z00 0 0 EMBEDDED PLATES UNTIL CONCRETE STRENGTH f'c REACHES —I 3-1/2" 51>>2 TO 4,000 PSI. Q O O 0 OIi)— • 2-1/2" 0 0 0 - - 12 2-1/2" 3" 3-1/2" 3-1/2" 3-1/2" 3-1/2" 3" 1 . 0 38 & 39 EV3ED PLATE TYPICAL EVI3ED . PLATE Scale: N.T.S. 2 . 0 Scale: N.T.S. c''v K al IS 0ZD r D K m r > z Z AD PROre zz 0 �� ' S c� LNG I N £ /oyN �� 9 5624PE `DF // OGbly 0 v CJ> x ro D EXPIRES: 6/30/21 'w00D co r A 4 58 16 SW Gillcrest ct Portland, OR 9722 I Ph: 503.896.77 12 Submittal Documents MONORAIL EMBEDED SUPPORT PLA TES Project DURHAM AWWTF Location 16060 SW 85TH AVE, TIGARD, OR 97224 °‘' 0 P Rore c) cc ti`o \AG I N££ 5s/oti 9 5624PE ' l ® GO`V ', O qRY 14,_ A � _____._.__/// £LiN GoOS EXPIRES: 6/30/21 REVISION 1 12/27/2019 5 Project: Sheet# 5816 SW G1L1CREST CT. Location. PORTLAND.OR 97221 Job# TEL:503.8%_7712 Client: Date: By: ' CZo yr- l tit C=v214vf--i 1 v.1 D t -1--i /kvw1 vito-N-1 a P-fttL CosJtJ Loe or,\ . IA, wwY F l to o (o O S t-J tx. r 14 v 'T.C-, 02 972z-`� .5%AA Sens = ©,l t 5 If = 115 ae = 1 ,0 l-r = tic 6 `Project: Sheet# 5816 SW GILLCREST CT. Location: PORTLAND,OR 97221 - -- - --. TEL:503.896.7712 Client: Job# Date: By: - ---- - ---- LOADING CRITERIA 8. SEISMIC LOAD: MAPPED MCE SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss) 0.961g MAPPED MCE ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION (S1) 0.419g DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS(Sds) 0.715g DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD (Sd1) 0.441g SITE CLASS D ELECTRICAL BUILDING RISK CATEGORY IV IMPORTANCE FACTOR 1.5 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE RESISTING SYSTEM SPECIAL REINFORCED MASONRY SHEARWALLS RESPONSE MODIFICATION FACTOR(R) 5.0 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE TANKS RISK CATEGORY IV IMPORTANCE FACTOR 1.5 RESPONSE MODIFICATION FACTOR 3.0 ANALYSIS PROCEDURE EQUVALENT LATERAL FORCE PROCEDURE CAST-IN-PLACE CONCRETE 1. A MINIMUM 28 DAY COMPRESSIVE STRENGTH (fc)OF 4,000 PSI WAS UTILIZED IN THE DESIGN OF STRUCTURAL REINFORCED CONCRETE. SEE SPECIFICATIONS FOR CONSTRUCTION STRENGTH REQUIREMENTS. 2. THE LOCATION OF ALL CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN THOSE SPECIFIED OR SHOWN ON THE PLANS, SHALL BE ACCEPTABLE TO THE ENGINEER PRIOR TO PLACING CONCRETE. 7 I 44 Csi.m1A416son 5816 SW Gillcrest ct Portland, OR 97221 Ph: 503.896.77 12 COMMENT RESPONSES 8 �' ,�---mow Project: Sheet# I�` 5816 SW GILLCREST CT. Location: PORTLAND,OR 97221 --"-" --- "-" TEL:503.896.7712 Client: Job it Date: By: STRUCTURAL RESPONSES 3. Sheets S1 & S2: South-East (branch) part of track is not longitudinally supported. Suggest providing longitudinal brace here. - MCN The W8x24 bolted connection to the rail and welded connection to the embeded baseplate PGS 9-I O is sufficient as is and requires no additional bracing (see calculations) 4. PDF page 13 of 38: For this flexible system, use ap = 2.5. - A&R ap has been revised to 2.5 for a flexible system. Achorage and monorail are sufficient PGS I I -19 (see calculations) 5. PDF pages 17, 23 & 30: Also check anchorage for non- seismic load case 1.2 Dead + 1.6 Live. - A&R See Profis calculations for anchorage PGS 20-40 verification with this load combination 6. PDF page 17, 23 & 30, : Include load combination with ASCE 7-16 Section 4.9 monorail crane impact loads. - A&R See calculation for I .25 X Maximum Wheel load has been included in PGS 4 I -42 calculations 8. PDF page 38 of 38: Please show that this girder can support lateral and vertical loads at 15 feet unbraced spacing. - A&R See Enercalc calculations for vertically loaded PGS 42-4s? monorail with Lu= I 5' 9 Sheet# 5816 SW GILLCREST CT. on Pt)RTLAND.OR 97221 Job# TEL:503.896.7712 Client: Date: By: — C .3 t Q-11 3. Lc. 0 Ct-k -1-k ► A-t- -6,4P/=.r.--t 06, -ram c-_- w-F _ 31 /. - ,1- 1 eiv,...Ly / o15i * ti1(vsI i 1 -t om n 'k x lb,S -!- 1140 = 1 6 5 1 4 ' ASC 7 - i(7 TBL 13 ,S - l .. --- -- - CkP = 2,S I e- ` 1 , 5 _ 3‘_&11 _ 0,4(2ts )(1 '5) (0, 115)( 1 +- 2 ) WA.- \ 1s F r 2,, I W 6 = 3 6 4,5 - Z1( INS c Sot S = S� /z.. x 35i = 12 `4Z`-r \ s�SvPPw�is) T`c Ca 6 -�s , = WI ,{ x (2/, = y 2 55 S # 3.5 Z 130 tzrs -', ^/bat 21 /?- kips �L i1 q . 1-41,,_ = 25, v i P 0 1� 10 I s Project: Sheet#. 5816 SW CILIC,REST CT. Location: PORTLAND.OR 97221 TEL:503.896.7712 Client: Job if Date: By: Co V A wt '�..sT 3' (Co 4..1 T) ct -K= 3 i) 1 N atJ vbl a x 244 S'x = 7-0 , , to 3 tAll12 4 2 4{1 l to 0z4 SX — _ 7t3 -3 s . ✓ lot , 11J3 — e....t.-+r4 G4__ U E—�,D B P LA---cam a D VIA = l`Z if 24 ' Ids (t2 ) ; 1 q 9 o .2=.s 1,1lbs —VC = b,, = I %b (0 5 ‘ r'� I�' 6su (-- o ,93 V x 4 = 3172k`/Ctb 4' IN lh ),4Q \ N �/ V I " � 3, 7Z k`/0 -= z4 , 1 IL(p i 0 11.-_. 11 ►'' Project: Sheet tt 5816 SW GIttCAEST CT. Location: PORTI.AND.OR 97221 Job it TEL.503.896.7712 Client: Date: By: / �.�- LOUDEN #703.7221R LOUDEN #703.7221L 51-18" MANUALLY OPERATED MANUALLY OPERATED - RIGHT HAND SWITCH LEFT HAND SWITCH ``i s en d1 I ifff I" I f t t._ i f , 1WLDt 30 i k4AA,4 S?A* Lam ! 1‘) I-i-LOi.JAA._ IA IJG I L 01,JA-t .SU PPva-i S Pvz-r- litSf U .f, = Z, g Rf = 2,S ( LIB )- s .ro , ) (i t- J ,"F-t corn 011.1 ' (kc'D - O 7 E) "Fe = 014 ( z,$) 6.‘ 11) 0, 71s 6 T- 2 -4/_) tilt _ 2 ul 9 ,S 1-17-0 Li.fi Lot-- = I I 4 0*-- ) Pra._ 7--- i / .1.... 07._=, z.--D) AIL Fe (--rcv L� ) �. I L111 ( Dtgt�J =� ?�6o tsfl (,J P = 3 I *lr.r- X 1,29 . .D,7Z = 56 t ( j, ') be; ( 15 ' 4- ce% ( Is' ) Z 9! 0011bs 7 41 $ (1alo ' ) 12 rP - Project: Sheet# 5816 SW GIUCREST CT. a Location: PORTIAND,OR 97221 - "-- TEL:503.896.7712 Client Job# Date: By: 4 l C co.rr) (Pr-i -) 4..)) IAA = I1I &aa11 tts r-44-01*A Sk-rEt—Cort_C-.) t, ZO I 1-) IA473 = 3� Q5 : x NG ( r2w� A-fl� g�D S 30' X x X x X ,s .)e 7)f,604k(-I: ) } Abe/ (11Si)z = 950o' 16f ( Ir1 It) VIA ---- 113--rna_ 0.6 bt + 0.7 E v _ v' 1 (0,to t1'J ) ( �J J`ZQr' 7! � ) 356 Q 005 ( y 63LI"11,$) Sx 27 03 Zto l l76 • 53 / 0 S2. & SZ,b �` 13 iProject: Sheet 5816 SW GILLCREST CT. Location: PORTLAND.OR 97221 Job to` 503.896.7712 Client: Date: By: 4 (cawr) Co a -Tv CON C $(v'cGNG G N b Fp W 114a x t (1-12-0��7) = I4-7 >< 1 , 25 C Pot-) Lrfle - I s J SZ - Z.o Dom, -t.1 I� 7D 2,v a- 4° ( tC1 )(2.) = LIND e_ PLA- 41 Lo 2,S = 1 b y s ' tiffs IZy ),/ N — a_ purTe.._ = L-11 0 bL � p L = 1(0©5 - = ( 92k — 1LU = c0oba Fv = I&os iv 674it Ste` P S MIL±itir3 www.hilti.us Profis Anchor 2.8.0 Company: Specifier: Page: 1 Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 12/27/2019 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth: het=8.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=14.000 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x Tx FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fe'=4,000 psi;h= 18.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[Ib,in.Ib] Z • 0 ika N� a - --4.5 • z CO c 2.4. 14 4 Gft 4'71. • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan aill2f=1:1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/27/2019 E-Mail: 2 Load case/Resulting anchor forces A y Load case: Design loads 0 4 0 5 0 6 Anchor reactions[Ib] Tension force:(+Tension,-Compression) o Ten-ion Anchor Tension force Shear force Shear force x Shear force y 1 0 651 460 460 2 0 651 460 460 3 0 651 460 460 0 7 V 9 >x 0 8 4 4,100 651 460 460 5 4,100 651 460 460 6 4,100 651 460 460 7 1,833 651 460 460 8 1,833 651 460 460 01 0 2 O g 9 1,833 651 460 460 Compression max.concrete compressive strain: 0.12[%o] max.concrete compressive stress: 514[psi] resulting tension force in(x/y)=(0.000/3.801): 17,797[Ib] resulting compression force in(x/y)=(0.000/-6.149): 9,197[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load N.[Ib] Capacity$Nn[Ib] Utilization I+N=Nua/4 Nn Status Steel Strength* 4,100 14,966 28 OK Pullout Strength* 4,100 15,456 27 OK Concrete Breakout Strength** 17,797 29,720 60 OK Concrete Side-Face Blowout,direction"" N/A N/A N/A N/A "anchor having the highest loading "'anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) $ Nsa 2 N. ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] futa[psi] 0.31 65,000 Calculations Nsa[Ib] 19,955 Results Nsa[Ib] steel 4 Nsa[Ib] N.[Ib] 19,955 0.750 14,966 4,100 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan E:12L;13 www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/27/2019 E-Mail: 3.2 Pullout Strength NpN =tV c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) 4) NpN Nua ACI 318-14 Table 17.3.1.1 Variables W c.p Abrg[in.2] a a fc[Psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results Nprr[Ib] 40 concrete 4 seismic 4.nonductile $ Npn[Ib] Nua[Ib] 29,440 0.700 0.750 1.000 15,456 4,100 3.3 Concrete Breakout Strength ANc Ncbg = (ANco) W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) 4> Ncbg>Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N 1 +2 eN)5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 haf/ W ed,N =0.7+0.3 Gamin 5 1.0 1.5h ACI 318-14 Eq.(17.4.2.5b) er kV cp,N =MAX(caC,min, c 1.5hef)5 1.0 ACI 318-14 Eq.ac (17.4.2.7b) Nb =kc A,. hef5 ACI 318-14 Eq.(17.4.2.2a) Variables fief[in.] ec1.N[in.] ec2,N[in.] ca,min[In.l W c,N 8.000 0.000 1.051 12.000 1.000 cac[in.] I(c A,a fc[psi] 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ecl,N W ec2,N 1,032.50 W ed,N W cp,N Nb[Ib] 576.00 1.000 0.919 1.000 1.000 34,346 Results Ncbg[Ib] 4)concrete 4)seismic 4>nonductile 4> Ncbg[Ib] Nua[lb] 56,609 0.700 0.750 1.000 29,720 17,797 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ' CZIEIZI www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/27/2019 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4)Vn[Ib] Utilization]3v=Vua/4 Vn Status Steel Strength* 651 12,971 6 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 5,855 102,263 6 OK Concrete edge failure in direction x+** 5,855 13,507 44 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-14 Eq.(17.5.1.2a) S Vsteei>Vua ACI 318-14 Table 17.3.1.1 Variables 1 Ase,v[in•2] futa[psi] 0.31 65,000 Calculations Vsa[Ib] 19,955 Results Vsa[Ib] 4)steel (I) Vsa[lb] Vua[Ib] 19,955 0.650 12,971 651 4.2 Pryout Strength \ 1 Vcpg =kcp[(ANo)W ec,N W ed,N W c,N W cp,N Nil ACI 318-14 Eq.(17.5.3.1b) 4. VcP9 Z Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) z ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N 1 +23 heN �1.0 ACI 318-14 Eq.(17.4.2.4) = ( 3 hef (W ed,N =0.7+0.3 Ca15he min 1.0 ACI 318-14 Eq.(17.4.2.5b) t W cp,N =MAX(Ca,min 1.5hef)<1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kcXa VT he(5 Cac ACI 318-14 Eq.(17.4.2.2a) c Variables kcp hef[in.] ect,N[in.] ec2,N[in.] comic[in.] 2 8.000 0.000 0.000 12.000 W c,N Gas[in.] kc 2‘,a fc[psi] 1.000 - 24 1.000 4,000 Calculations ANc[in.2] ANcO[!n?] W ect,N W ec2,N W ed,N W cp,N Nb[Ib] 1,225.00 576.00 1.000 1.000 1.000 1.000 34,346 Results VcP9[Ib] $concrete seismic nonductile i Vcpg[Ib] Vua[Ib] 146,090 0.700 1.000 1.000 102,263 5,855 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan E=Iin www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/27/2019 E-Mail: 4.3 Concrete edge failure in direction x+ Avc Vcbg = (Auto)W ec,V W ed,V W c,V W h,V W parallel,v Vb ACI 318-14 Eq.(17.5.2.1b) Vcbg>Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1, Fig.R 17.5.2.1(b) Avc° =4.5 cat ACI 318-14 Eq.(17.5.2.1 c) 1 ` W ec,V = \1 + 2e J <_1.0 ACI 318-14 Eq.(17.5.2.5) Scat Ca2 W ed,V =0.7+0.3(1.5Cai)< 1.0 ACI 318-14 Eq.(17.5.2.6b) 1.5Cat W h,V = ha z 1.0 ACI 318-14 Eq.(17.5.2.8) 0.2 Vb = (7 (a) �)A,a Cai ACI 318-14 Eq.(17.5.2.2a) a Variables cal [in.] ca2[in.] ecv[in.] w c,v ha[in.] 12.000 12.000 0.000 1.000 18.000 la[In.] A.a da[in.] fc[Psi] W parallel,V 5.000 1.000 0.625 4,000 1.000 Calculations Ave[in.2] Avco[in.2] W ec,V W ed,V W h,V Vb[Ib] 630.00 648.00 1.000 0.900 1.000 22,052 Results Vcbg[Ib] 4)concrete (I)seismic 0 nonductile 4t Vcbg[Ib] Vua[Ib] 19,296 0.700 1.000 1.000 13,507 5,855 5 Combined tension and shear loads RN Rv Utilization(3N,v[%] Status 0.599 0.433 5/3 68 OK RNV=RN+RV<= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The(1)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan all±=1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/27/2019 E-Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 20 IIc3 [Protect: Sheet# 5816 5W G1U.CREST CT. Location: PORTLAND.OR 97221 Job TEL:583.896.7712 Client: ft Date: By: CO 0'1 2, t) l_._ * 1 (I u_ 1z-t0 + 4l05 (12. fi (ea0©0 , poi = 11 goO #k Sx__ 17(io OAT-'P�-- CI ) 1 ` x I `--( P LA-M- / ( 1 4 Cp S oa) SAS L' 5 `' Q� CZ) s (3 ) \Zh x Z2'� PLC w/ �'tg)) g ° S-ck-tos 1::]ItlE1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: Specifier's comments: 1 Input data TT Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth: het=8.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: ee=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=14.000 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fe'=4,000 psi;h= 18.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[lb,in.lb] Z i t8 , Jam --t - Q \\fir... \ - --.. ] \ t � VV �— i A \ �, ', a ems, A� : �. • .: 2 P x i_ 0.51( s. . • i.° t 4., ---- \\\_____,___ ..''',,,.-.-..,, t ,,t, - -,Qt i ,.-,,,,, - X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Mit= www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 2 Load case/Resulting anchor forces A y Load case: Design loads 04 05 06 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,278 0 0 0 2 1,278 0 0 0 3 1,278 0 0 0 07 L • x 08 4 1,278 0 0 0 Tensi.n 5 1,278 0 0 0 6 1,278 0 0 0 7 1,278 0 0 0 8 1,278 0 0 0 9 1,278 0 0 0 01 02 03 max.concrete compressive strain: -[%0] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 11,500[Ib] resulting compression force in(x/y)=(0.000/0.000): 0[Ibj Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nua[Ib] Capacity 4 Nn[Ib] Utilization YN=Nua/b Nn Status Steel Strength* 1,278 14,966 9 OK Pullout Strength* 1,278 15,456 9 OK Concrete Breakout Strength** 11,500 38,349 30 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) (I) Nsa>Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.1 futa[PSI] 0.31 65,000 Calculations Naa[Ib] 19,955 Results Nsa[Ib] 4)steel 4 Nsa[lb] Nua[Ib] 19,955 0.750 14,966 1,278 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan (::[2=1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 3.2 Pullout Strength NPN =w c p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) 4) NpN>_N„a ACI 318-14 Table 17.3.1.1 Variables W c,p Abrg[in.2] X a fa[psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results N.[lb] 4)concrete 4 seismic 4t nonductile 4) N.[Ib] N.[Ib] 29,440 0.700 0.750 1.000 15,456 1,278 3.3 Concrete Breakout Strength ANc Ncbg = (ANco) ACI 318-14 Eq.(17.4.2.1b) W ec,N W ed,N W c.N W cp,N (I) Ncbg>Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9 het ACI 318-14 Eq.(17.4.2.1c) 1 kV ec,N (1 + ei)�10 ACI318-14Eq.(17.4.2.4) — 3her ‘ti ed,N (1 =0.7+0.3 Ca5h min 5 1.0 ACI 318-14 Eq.(17.4.2.5b) et cp,N =MAX(Ca,amin 1.5hef W )5 1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc a,a VTchef5 Cac 1 ACI 318-14 Eq.(17.4.2.2a) Variables 7 het[in.] ec1,N[in.] ec2,N[in.] Ca,min[in.] W c,N 8.000 0.000 0.000 12.000 1.000 Cac[in.] kc A,a fc[Psi] - 24 1.000 4,000 Calculations 2Nb[Ib] ANc[In.2] ANcO[In• ] W ecl,N NJ ec2,N �ed,N W cp,N 1,225.00 576.00 1.000 1.000 1.000 1.000 34,346 Results Ncbg[Ib] 4)concrete 4)seismic 41 nonductile 4) Ncbg[Ib] Nua[Ib] 73,045 0.700 0.750 1.000 38,349 11,500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.8.0 Company: Specifier: Page: 4 Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 4 Shear load Load Vua[lb] Capacity$Vn[lb] Utilization pv=Vua/¢Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The cti factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1=mm:fit= www.hitti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR.B 5/8 Profile:W shape(AISC);7.930 x 6.500 x 0.245 x 0.400 in. Installation torque:- Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material:8.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material:8.813 in. ♦y 7.000 7.000 • • • 04 05 Q6 • 0 0 0 N- 0 0 U, 07 08 • • .x 0 r- 0 1 0 2 3 • 0 • 1.500 5.500 5.500 1.500• • . • • • Coordinates Anchor in. Anchor x y c-x c+x c.y c+r Anchor x y c.x c+x c.r c+y 1 -5.500 -5.500 12.000 23.000 12.000 23.000 6 5.500 5.500 23.000 12.000 23.000 12.000 2 0.000 -5.500 17.500 17.500 12.000 23.000 7 -5.500 0.000 12.000 23.000 17.500 17.500 3 5.500 -5.500 23.000 12.000 12.000 23.000 8 5.500 0.000 23.000 12.000 17.500 17.500 4 -5.500 5.500 12.000 23.000 23.000 12.000 9 0.000 0.000 17.500 17.500 17.500 17.500 5 0.000 5.500 17.500 17.500 23.000 12.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan (=I:21= www.hilti.us Profis Anchor 2.8.0 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan IMEITE=0 www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: Specifiers comments: 1 Input data altrwr Anchor type and diameter: AWS D1.1 GR.B 3/4 Effective embedment depth: het= 10.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: es=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=16.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fs'=4,000 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[Ib,in.Ib] 35 3S "S \ • � o y 0 \ Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 02:2 =3 www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 2 Load case/Resulting anchor forces A Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 0 3 0 7 0 4 1 1,278 0 0 0 2 1,278 0 0 0 3 1,278 0 4 1,278 0 0 0 O 5 Tension x 0 6 5 1,278 0 0 0 6 1,278 0 0 0 01 08 02 7 1,278 0 0 0 8 1,278 0 0 0 9 1,278 0 0 0 max.concrete compressive strain: -[%0] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 11,500[Ib] resulting compression force in(x/y)=(0.000/0.000): 0[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nua[Ib] Capacity N„[Ib] Utilization f N=N.J.N„ Status Steel Strength* 1,278 21,547 6 OK Pullout Strength* 1,278 13,188 10 OK Concrete Breakout Strength** 11,500 12,677 91 OK Concrete Side-Face Blowout,direction 3,833 25,888 15 OK y+** *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) (I) Nsa Z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[In.2] futa[Psi] 0.44 65,000 Calculations Nsa[Ib] 28,730 Results Nsa[Ib] 4)steel 4) Nsa[Ib] Nua[lb] 28,730 0.750 21,547 1,278 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CEMEtZ1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 3.2 Pullout Strength NpN =tv c p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg f'c ACI 318-14 Eq.(17.4.3.4) 4) NpN>_Nua ACI 318-14 Table 17.3.1.1 Variables 1 W c,p Abrg[In•2] a a fc[psi] 1.000 0.79 1.000 4,000 Calculations Np[Ib] 25,120 Results pn[ ] ,,II,, 4) 4) N.[Ib] Nua[Ib] N Ib y�concrete seismic nonductile 25,120 0.700 0.750 1.000 13,188 1,278 3.3 Concrete Breakout Strength ANc Ncbg _ 1/\ANco/W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) (I) Ncbg>Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9 he f ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = (.1 (1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3hef W ed,N =0.7+ (1.5he 0.3 Ca min 5 1.0 ACI 318-14 Eq.(17.4.2.5b) f W cp,N =MAX( a,min 1.5hef 5 ACI 318-14 Eq.(17.4.2.7b) N =k X MAX( Cac )1 1.0 ACI 318-14 Eq.(17.4.2.2a) b c a c e Variables he)[in.] ect,N[in.] ec2,N[in.] ca,min[in.] W c,N 10.000 0.000 0.000 3.500 1.000 Cac[in.] kc X a fc[psi] - 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ec1,N 'V ec2,N W ed,N W cp,N Nb[Ib] 588.00 900.00 1.000 1.000 0.770 1.000 48,000 Results Ncbg[Ib] (concrete 4)seismic 4)nonductile Ncbg[Ib] Nua[Ib] 24,147 0.700 0.750 1.000 12,677 11,500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CZ2227:1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 3.4 Concrete Side-Face Blowout,direction y+ Nsb = 160 cat A rgg 1,a AK ACI 318-14 Eq.(17.4.4.1) Nsbg =agroup Nsb ACI 318-14 Eq.(17.4.4.2) 4) Nsbg?Nua ACI 318-14 Table 17.3.1.1 s agroup = i +6 cat) see ACI 318-14,Section 17.4.4.2, Eq.(17.4.4.2) Variables cal [in.] cat[in.] Abrg[in.2] X a f.[psi] s[in.] 3.500 18.000 0.79 1.000 4,000 12.000 Calculations agroup Nsb[Ib] 1.571 31,380 Results A Nsbg[lb] 4)concrete 4)seismic nonductile 4) Nsbg[Ib] Nua,edge[Ib] 49,311 0.700 0.750 1.000 25,888 3,833 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1:=1220 www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 4 Shear load Load Vua[lb] Capacity 4)Vn[lb] Utilization Sv=Vua/$Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by mo. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CZEZEta3 www.hilti.us Profis Anchor 2.8.0 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR. B 3/4 Profile:W shape(AISC);7.930 x 6.500 x 0.245 x 0.400 in. Installation torque:- Hole diameter in the fixture:df=0.813 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material: 10.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 10.875 in. A • 8.000 8.000 • • 0 0 N 0 3 7 0 4 • co 0 0 to r) 5 6 x o ri 0 O / \ o 1 8 O 2 • rD 0 0 N • • 6• .000 2.000 2.000 6.000 • • Coordinates Anchor in. Anchor x y c c♦x c-y c+y Anchor x y c.,r c+,, c-y c+, 1 -6.000 -3.500 18.000 30.000 3.500 10.500 6 6.000 0.000 30.000 18.000 7.000 7.000 2 6.000 -3.500 30.000 18.000 3.500 10.500 7 0.000 3.500 24.000 24.000 10.500 3.500 3 -6.000 3.500 18.000 30.000 10.500 3.500 8 0.000 -3.500 24.000 24.000 3.500 10.500 4 6.000 3.500 30.000 18.000 10.500 3.500 9 0.000 0.000 24.000 24.000 7.000 7.000 5 -6.000 0.000 18.000 30.000 7.000 7.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1:=12=1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti s technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 17::021!a3 www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth: he=10.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=22.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc'=4,000 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:>=No.4 bar Seismic loads(cat.C,D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[lb,in.lb] it 3.5 2$ 25 3.5 . — \ 0 • Q .. 42 0 Nt IA 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan MEM= www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 2 Load case/Resulting anchor forces A y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 613 0 0 0 2 679 0 0 0 3 613 0 0 0 4 679 0 0 0 5 613 0 0 0 016 03 07 013 09 04 6 679 0 0 0 7 630 0 0 0 8 630 0 0 0 017 05 0lenio n-14 e11�c 06 9 664 0 0 0 10 664 0 0 0 018 01 08 015 010 02 11 630 0 0 0 12 664 0 0 0 13 647 0 0 0 14 647 0 0 0 15 647 0 0 0 16 599 0 0 0 17 599 0 0 0 18 599 0 0 0 max.concrete compressive strain: -[%a] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 11,500[Ib] resulting compression force in(x/y)=(0.000/0.000): 0[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nua[Ib] Capacity 4 N„[Ib] Utilization i+N=Nua/+N,, Status Steel Strength* 679 14,966 5 OK Pullout Strength* 679 15,456 5 OK Concrete Breakout Strength** 11,500 11,526 100 OK Concrete Side-Face Blowout,direction 3,833 25,478 16 OK y+** *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in•2] futa[psi] 0.31 65,000 Calculations Nsa[lb] 19,955 Results Nsa[Ib] 4,steel Q> Nsa[lb] Nua[Ib] 19,955 0.750 14,966 679 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1=1:a2:0 www.hilti.us Profis Anchor 2.8.0 Company: Specifier: Page: 3 Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 3.2 Pullout Strength NpN =4f c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg t ACI 318-14 Eq.(17.4.3.4) 0 NpN Nua ACI 318-14 Table 17.3.1.1 Variables W c,p Abrg[in.2] X.a fa' [psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results Npn[Ib] 4)concrete 4)seismic 4)nonductile Npn[Ib] Nua[Ib] 29,440 0.700 0.750 1.000 15,456 679 3.3 Concrete Breakout Strength ANc Ncbg = (ANco/ W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) 0 Ncbg>Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9 hef 1 ACI 318-14 Eq.(17.4.2.1c) Wec,N = 1 +2eN)s1.0 ACI 318-14 Eq.(17.4.2.4) 3 hef/ W ed,N =0.7+0.3 (1 5hnei)< 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX(CC cin, 1.hef)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Nb =kc X,a Vf7a hef5 ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ec1,N[in.] ec2,N[in.] Ca,min[in.] W c,N 10.000 0.250 0.000 2.500 1.000 Cac[in.] kc X.a fa[psi] 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ec1,N W ec2,N W ed,N W cp,N Nb[lb] 558.00 900.00 0.984 1.000 0.750 1.000 48,000 Results Ncbg[Ib] W concrete 4)seismic 4)nonductile (I) Ncbg[Ib] Nua[Ib] 21,954 0.700 0.750 1.000 11,526 11,500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Ma= www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 3.4 Concrete Side-Face Blowout,direction y+ Nsb =160 Cat JAbrg a,a ACI 318-14 Eq.(17.4.4.1) Nsbg =«group Nsb ACI 318-14 Eq.(17.4.4.2) (I) Nsbg>Nua ACI 318-14 Table 17.3.1.1 agroup 1 +6 Cat s = ( see ACI 318-14,Section 17.4.4.2,Eq.(17.4.4.2) Variables cat [in.] ca2[in.] Abrg[in.2] a,a fc[psi] s[in.] 2.500 24.000 0.92 1.000 4,000 15.000 Calculations agroup Nsb[Ib] 2.000 24,265 Results A 1 Nsbg[Ib] A,concrete 4)seismic W nonductile Nsbg[Ib] Nua,edge[Ib] 48,530 0.700 0.750 1.000 25,478 3,833 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan IMI2173 www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 4 Shear load Load V„a[lb] Capacity 0 Vn[lb] Utilization[3v=Vua/4 Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CZ021t73 www.hilti.us Profis Anchor 2.8.0 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR. B 5/8 Profile:no profile Installation torque:- Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material: 10.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material: 10.813 in. ♦y 11.000 11.000 0 0 Ln N O 16 03 07 013 09 04 . o co 0 0 in ri O 17 05 011 014 012 06 p.x 0 0 in ri 0 0 0 O 18 01 08 015 010 02 . o 0 0 V) N • • 2.500 3.000 3.500 3• .500 3.500 3.000 3• .000 Coordinates Anchor in. Anchor x y c-x c+x c-r c*r Anchor x y c-x c+x c-r c+y 1 -5.500 -3.500 27.000 37.500 2.500 9.500 10 5.000 -3.500 37.500 27.000 2.500 9.500 2 8.000 -3.500 40.500 24.000 2.500 9.500 11 -2.000 0.000 30.500 34.000 6.000 6.000 3 -5.500 3.500 27.000 37.500 9.500 2.500 12 5.000 0.000 37.500 27.000 6.000 6.000 4 8.000 3.500 40.500 24.000 9.500 2.500 13 1.500 3.500 34.000 30.500 9.500 2.500 5 -5.500 0.000 27.000 37.500 6.000 6.000 14 1.500 0.000 34.000 30.500 6.000 6.000 6 8.000 0.000 40.500 24.000 6.000 6.000 15 1.500 -3.500 34.000 30.500 2.500 9.500 7 -2.000 3.500 30.500 34.000 9.500 2.500 16 -8.500 3.500 24.000 40.500 9.500 2.500 8 -2.000 -3.500 30.500 34.000 2.500 9.500 17 -8.500 0.000 24.000 40.500 6.000 6.000 9 5.000 3.500 37.500 27.000 9.500 2.500 18 -8.500 -3.500 24.000 40.500 2.500 9.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Mal= www.hilti.us Profis Anchor 2.8.0 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/26/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 41 �► Project: Sheet#. 5816 SW G1CREST CT. Location: 1.1 PORTLAND.OR 97221 Job TEL:503 896 7712 Client Date: By: c_tvvk" . A-9 COm g. k f a-f3 ! I QA--cA Lo b. hSC -1 (o (` ) pL /Fr- erv-ou 1 wl P'T t 2S c 04.1,-?- LJ%L w A-b Soo*" ( 3 t ZS'L) C IS spA '------ IS --1 V 6), _ 4,24. 1 4-i 3 Dt_ �' 1140 3 12.S M PACT" Z � X �S )31k1 t- it4o (Is)4 1- to oc,o C l5)k 312s ( 1s') = 7,9 360, S IL ( + -7z 1 Q)7 '1IL) 1� z 472. 4if Q 4� ks� 1 d tL-- 2(0.2-7 to 1 42 I Project: Sheet a in wok lk S816 SW GILLCREST CT. Location: PORTLAND.OR 97221 TEL:503.896.7712 Client: Job if Date: By: .....)-3— la S 12S x IS ' = 11 i 1 5 ' [Li (14 Oh 2S ) 33 . 17 5 2. G 65 , P-�t-� w` L 4 = 15 43 IProject: sheet# 5816 5W GULLCREST CT. Location: PORTLAND,OR 97221 Job# TEL:503.896.7712 Cheat:_______..__ _....._.__ -.___...__._. Date: ;By: , L SI crLia►.‘ WI-- = - I *1 - lc. 6oed,bei /4 1 = 3,71, 1 aL ; ------ 11,30 xo3► Ai = 3153toe- Pet = t,'47 i11L © J 3 3,3 ,c,tiy� 1 'j 2_ --7-: I ( ....J - . gic- 0.2-1i )( 3,76) 4- (603X 315S) t- (o,2-2)(144-7) F, -1 -7 3:78 +- 3 .S 3 f 117 c am.C -t._ V n— t ry S n1 G. ©L.-`- o-r P L1'rv- IA\ = 31*/fr (1,29) = z-t,o' f 301 _a_ WAsi = 2$0,,x Title Block Line 1 Project Title: 44 You can change this area Engineer using the'Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:26 DEC 2019, 4:18PM General Section Property Calculator Ede=0,Usersuc ,G-1D0CUME-1IENERCA-11MandCIfec6 Sdhvare ;{ ENERCAtC.INC.1932019.Budd:12.19.E.31 Lic.#:KW-06009328 AZH Consulting Engineers DESCRIPTION: Monorail Final Section Properties _ Total Area 8.773 in"2 lxx 203.068 in^4 :_y '' `'�6.276 in"3 Calculated final C.G.distance from Datum: lyy 12.722 in"4 Sxx:+Y 43.05Tin X cg Dist. 0.0 in Zxx : 37.054 in"3 Syy:-X 4.241 inA3 Y cg Dist. 7.728 in Zyy 7.163 in^3 Sri'+X 4.241 in"3 Edge Distances from CG.: r xx 4.811 in +X 3.0 in +Y : 4.717 in r yy 1.204 in -X : -3.0 in -Y : in Rotation of All Components @ Angle: 0.00 deg CCW .1.11111.11.11111 j I X _ ��■ C3 Y Rectangular&Circular Shapes Rectangular Shape:1 Height= 0.440 in Width= 3.330 in Rotation= 0 deg CCW Area= 1.465 in"2 Xcg= 0.000 in Ycg= 0.220 in Title Block Line 1 Project Title: 45 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:27 DEC 2019. 9:32AM Steed Beam Software . Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . lic.#:KW-06009328 AZH Consulting Engineer: DESCRIPTION: Monorail CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 78.50 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1 14)L(6)E(0 24) E(0.006) C o o b b X __-___ Monorail Span= 15.0 ft �TT� F Applied Loads Service loads entered. Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: E=0.0060 k/ft, Tributary Width=1.0 ft Point Load: D=1.140, L=6.0, E=0.240 k @ 7.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.288: 1 Maximum Shear Stress Ratio= 0.032 : 1 Section used for this span Monorail Section used for this span Monorail Ma:Applied 27.647 k-ft Va:Applied 3.803 k Mn/Omega:Allowable 95.938 k-ft Vn/Omega:Allowable 117.750 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio= 1,447>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.154 in Ratio= 1169 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 15.00 ft 1 0.055 0.007 5.15 5.15 156.91 93.96 1.28 1.00 0.80 176.63 117.75 +D+L+H Dsgn.L= 15.00 ft 1 0.288 0.032 27.65 27.65 160.22 95.94 1.31 1.00 3.80 176.63 117.75 +D+Lr+H Dsgn.L= 15.00 ft 1 0.055 0.007 5.15 5.15 156.91 93.96 1.28 1.00 0.80 176.63 117.75 +D+S+H Dsgn.L= 15.00 ft 1 0.055 0.007 5.15 5.15 156.91 93.96 1.28 1.00 0.80 176.63 117.75 +D+0.750Lr+0.750L+H Dsgn.L= 15.00 ft 1 0.230 0.026 22.02 22.02 160.09 95.87 1.31 1.00 3.05 176.63 117.75 +D+0.750L+0.750S+H Dsgn.L= 15.00 ft 1 0.230 0.026 22.02 22.02 160.09 95.87 1.31 1.00 3.05 176.63 117.75 +D+0.60W+H Dsgn.L= 15.00 ft 1 0.055 0.007 5.15 5.15 156.91 93.96 1.28 1.00 0.80 176.63 117.75 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 15.00 ft 1 0.230 0.026 22.02 22.02 160.09 95.87 1.31 1.00 3.05 176.63 117.75 +D+0.750 L+0.750 S+0.450 W+H Dsgn.L= 15.00 ft 1 0.230 0.026 22.02 22.02 160.09 95.87 1.31 1.00 3.05 176.63 117.75 +0.60D+0.60W+0.60H Dsgn.L= 15.00 ft 1 0.033 0.004 3.09 3.09 156.91 93.96 1.28 1.00 0.48 176.63 117.75 +D+0.70E+0.60H Title Block Line 1 Project Title: 46 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:27 DEC 2019, 9:32AM Steed Beam File=C:Users\(EVING-1\DOCUME-1\ENERCA-1\monorail.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06009328 AZH Consulting Engineer: DESCRIPTION: Monorail Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 15.00 ft 1 0.063 0.008 5.90 5.90 156.91 93.96 1.28 1.00 0.92 176.63 117.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 15.00 ft 1 0.236 0.027 22.58 22.58 159.97 95.79 1.31 1.00 3.14 176.63 117.75 +0.60D+0.70E+H Dsgn.L= 15.00 ft 1 0.041 0.005 3.84 3.84 156.91 93.96 1.28 1.00 0.60 176.63 117.75 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1540 7.543 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.803 3.803 Overall MINimum 0.165 0.165 +D+H 0.803 0.803 +D+L+H 3.803 3.803 +D+Lr+H 0.803 0.803 +D+S+H 0.803 0.803 +D+0.750Lr+0.750L+H 3.053 3.053 +D+0.750L+0.7505+H 3.053 3.053 +D+0.60W+H 0.803 0.803 +D+0.750Lr+0.750L+0.450W+H 3.053 3.053 +D+0.750L+0.7505+0.450W+H 3.053 3.053 +0.60D+0.60W+0.60H 0.482 0.482 +D+0.70E+0.60H 0.918 0.918 +D+0.750L+0.7505+0.5250E+H 3.139 3.139 +0.60D+0.70E+H 0.597 0.597 D Only 0.803 0.803 Lr Only L Only 3.000 3.000 S Only W Only E Only 0.165 0.165 H Only 47 ► Project: Sheet# iii„ 5816 SW GILLCRLST CT. Location' PORTLAND.OR 97221 Job# TEL 503.8%_7712 Client: Date: By: Co - t' r S &3 5' (;.3; — °• Yin2 t•SM �' it u L 11 ''44 A-5 C. ?co%''r- w 2 0,75 wl = is 00k x 0I-IS44 1, te.7sif hos tIsN n I. - 6o '144) D 'OS Ii. 60 1.qv7S`‘-CI, -=. * 3 S 7 3 9 -7` (36 ., : ) o ,osl14 IR 76 .S (`s: 0 ,61 .52,6 5 ae, r 48 4 58 16 5W Gillcrest ct Portland, OR 9722 I Ph: 503.896.77 12 CALCULATIONS . 49 II Project: Sheet it 5816 SW GILLCREST CT. Location:-. ... _... PORTLAND.OR 97221 JobTEL:503.8%.7712 Client: If Date: By: SE-iS 1M.L( tro cO O'NI 1ems-l L / S J f(' - r 0 ,4-1- (1,0)( 1,$)(o,--ns) ( 11- 2A. ) ‘,4 6 _Its Cv = O,2 ( l ,$) ( o,-/ is) w1 = 0 ,21 Wt Fgovv\ Iti\F-C-4z_ H o k. sr- 7 TII 0 L.L.S.7 = \ \A 0 w o Nr-o Royt L_ 3l I l ►MAX L-�, Q. S�(',P cr2.i = t 5- 14.14. I) L (' PAIL.) = k s 1x 3 I /pr _ 44 6 S L Vry L f- T2O L,uct l to o S. �` = L 3 �0 ( A7 1 Liao .,� Fv = 3; 7 ( 5 A.1.7 `1 ©0 . ) u_ = 5 50 r Project: Sheet# 5816 SW GILI.CREST CT. Location: PORTLAND OR 97221 TEL:503.896.7712 Client: Job ft Date: By: l.�AOS c 5%.kQPtrrzt_ L `y - �{ 0(.0 2,s1 v - FL, = 111-1 ( + t4 5 _ ► 10 0 5 LL = Co©oo'* �� 12•Sn _ 0 O 6 -MQioIJ — ( Fv Co .2D + i.,o� + L _SZ- = 2<5 Fp p�F1S CX •P_) W1 = 1 .4oc X 3,S ' _ LF949v iks IL) U - 114°p t ( 3 Soo 0 . Z) 1605 ' t .( 4tooa x 7.$) + liana • 5 ED -72. Oct 51 t Project: 'Sheet#'IL 3816 SW GILLCREST CT. Location: PORTLAND,OR 97221 i Job# TEL:503.896.7712 Client: Date: SBy: Cpw‘ ,Me_,.JT- c . 1 ,2 pi_ + ( , fp, LL (11q0 #- + 4P105. 4 112 I- (Loo©a 1,10 \ 1 Coo ' SEX.-.... 'Pilo tS O‘...‘T'P1A a" I, if ( ) 1 4h ( ,{ ILA- - wI (9 ) % `I 4 � t5c STu S La f`'\ v t) C.-) s• 0 ) 1 Z" X Z.Z" p L/ktt_ `-t)/ (t I)) a a S-t o S Wl to ti 6,'4 www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: Specifier's comments: 1 Input data llllll.m Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth: hef=8.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=14.000 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fb'=4,000 psi;h= 18.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[Ib,in.Ib] Z N tOf • . - je- • • • X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CirliMtZI www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 2 Load case/Resulting anchor forces o y Load case: Design loads 04 05 06 Anchor reactions[Ib] Tension force:(+Tension,-Compression) e Anchor Tension force Shear force Shear force x Shear force y Tension 1 0 389 0 389 2 0 389 0 389 3 0 389 0 389 0 7 0 9 x 0 8 4 4,692 389 0 389 5 4,692 389 0 389 6 4,692 389 0 389 7 2,074 389 0 389 8 2,074 389 0 389 9 2,074 389 0 389 01 0 2 0 3 Compression max.concrete compressive strain: 0.14[%e] max.concrete compressive stress: 615[psi] resulting tension force in(x/y)=(0.000/3.814): 20,298[Ib] resulting compression force in(x/y)=(0.000/-6.119): 11,372[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nua[Ib] Capacity 4 N„[lb] Utilization rN=Nua/4 Nn Status Steel Strength* 4,692 14,966 32 OK Pullout Strength* 4,692 15,456 31 OK Concrete Breakout Strength** 20,298 29,690 69 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A anchor having the highest loading `*anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) c Nsa>_Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] futa[psi] 0.31 65,000 Calculations Nsa[Ib] 19,955 Results Nsa[Ib] i steel 4 Nsa[Ib] Nua[Ib] 19,955 0.750 14,966 4,692 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan MI1E7= www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 3.2 Pullout Strength NpN =W c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) 0 NpN>_Nba ACI 318-14 Table 17.3.1.1 Variables 11 W c,p Abrg[in•2] a.a fc[psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results Npn[Ib] 4.concrete 4)seismic 4)nonductile 0 Npn[Ib] Nua[Ib] 29,440 0.700 0.750 1.000 15,456 4,692 3.3 Concretee Breakout Strength ANc Ncbg = \ANco)W ec,N W ed,N W c,N 41 cp,N Nb ACI 318-14 Eq.(17.4.2.1b) 41 Ncbg z Nua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14,Section 17.4.2.1, Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N 2 eN)<_1.0 ACI 318-14 Eq.(17.4.2.4) (1 ed,N =0.7+0.3 (1.5h Gaminef)< 1.0 ACI 318-14 Eq.(17.4.2.5b) `\ W cp,N =MAX(CCac Ca,mie 1.5Jhefl S 1.0 ACI 318-14 Eq.(17.4.2.7b) ac Nb =kc A.a'VThef5 ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ec1.N[in.] ebz.N[in.] comic[in.] W c,N 8.000 0.000 1.064 12.000 1.000 cab[in.] kb A.a fc[psi] - 24 1.000 4,000 Calculations ANC[In•2] ANco[In 2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib] 1,032.50 576.00 1.000 0.919 1.000 1.000 34,346 Results A Ncbg[Ib] 4)concrete y seismic 4)nonductile 4) Ncbg[lb] Nua[lb] 56,552 0.700 0.750 1.000 29,690 20,298 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan E:IlMtia www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 4 Shear load Load V„a[Ib] Capacity}Vn[Ib] Utilization I3v=V„a/.Vn Status Steel Strength* 389 12,971 3 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 3,500 102,263 4 OK Concrete edge failure in direction y+** 3,500 13,507 26 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-14 Eq.(17.5.1.2a) (I) Vstaei>_V„a ACI 318-14 Table 17.3.1.1 Variables Ase,v[in.2] futa[psi] 0.31 65,000 Calculations Vsa[Ib] 19,955 Results Vsa[Ib] 4,steel 4) Vsa[Ib] Vua[Ib] 19,955 0.650 12,971 389 4.2 Pryout Strength ANc Vcpg =kcp [(AN co)W ec,N W ed,N W c,N W cp,N Nil ACI 318-14 Eq.(17.5.3.1b) (I) Vcpg z Vua ACI 318-14 Table 17.3.1.1 AN. see ACI 318-14,Section 17.4.2.1, Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = (1 2 eN <_1.0 ACI 318-14 Eq.(17.4.2.4) +3hef W ed,N =0.7+0.3 (1.5hCa,min)¢1.0 ACI 318-14 Eq.(17.4.2.5b) ef IV cp,N =MAX(Ca,min 1.5hef)c 1.0 ACI 318-14 Eq.(17.4.2.7b) c' , Cac Nb =kc A.a AK hef5 ACI 318-14 Eq.(17.4.2.2a) Variables kcp hef[in.] ec1,N[in.] ec2,N[in.] Ca,min[in.] 2 8.000 0.000 0.000 12.000 yf c,N Cac[in.] kc X a fc[psi] 1.000 - 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ecl,N W ec2,N W ed,N W cp,N Nt,[lb] 1,225.00 576.00 1.000 1.000 1.000 1.000 34,346 Results Vcpg[Ib] 4.concrete 4)seismic 4)nonductile 4) Vcpg[lb] Vua[Ib] 146,090 0.700 1.000 1.000 102,263 3,500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan alatZI www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/27/2019 E-Mail: 4.3 Concrete edge failure in direction y+ Vcbg (Ave _ \Auto)W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-14 Eq.(17.5.2.1b) Vcbg>Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avco =4.5 cat ACI 318-14 Eq.(17.5.2.1 c) 1 W ec,V = \1 + 2e„ 5 1.0 ACI 318-14 Eq.(17.5.2.5) 3Cat W ed,V =(17+0.3(1 5Ca )51.0 ACI 318-14 Eq.(17.5.2.6b) h,V = 1.5Cat Z`Z 1.0 ACI 318-14 Eq.(17.5.2.8) ha o.z Vb = (7 ( / )A.a cas ACI 318-14 Eq.(17.5.2.2a) a Variables cal [in.] cat[in.] ecv[in.] W a,v ha[in.] 12.000 12.000 0.000 1.000 18.000 le[in.] a,a da[in.] fc[psi] W parallel,V 5.000 1.000 0.625 4,000 1.000 Calculations Avc[in.2] Avco[in.2] W ec,V W ed,V W h,v Vb[Ib] 630.00 648.00 1.000 0.900 1.000 22,052 Results Vcbg[Ib] 4'concrete 4)seismic 4'nonductile (I) Vcbg[Ib] Vua[Ib] 19,296 0.700 1.000 1.000 13,507 3,500 5 Combined tension and shear loads 13N [3v c Utilization[3N,V[%] Status ry0.684 0.259 5/3 64 OK RNV= +NiV<- 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The(1:)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 57 rk --a' . ... - _ .: Project: Sheetit . . : 5816 SW GaLCREST CT. Location PORTLAND.OR 97221 TEL 503.8%.7712 Client: Job# Date: By: t1 12 t 114 II li EL.: 161.00' *P:. ;:,;...•K.6::,.•44:::•..,*U•P•.• - - - N. E*'---.4 PER TUN SLAB S 2" 1,41::4. !:4-'?":,;:::4''•.4Z w:=1^!FA. .1.t3A1:ik.:.','4iN:;. . •- •.il •.A.....4....:if ',..5 4:461.7.447p:.,.1.:V..4.. % .:11,....;•.:;: ' •%Tanta.,VI'•Viet.• EL.: 160.00' <Typ.1: 138 ''...B9•' i;•1395.. EL.: 159.00' , 1 1/4 V : x24 c‘lx <TYP TYP> 1/4 V 0 ; TYP> 1/4 V I 0 ir CN1 X 0 00 1/4 V ,"x7"x9" PLATE •• ' ' L4x4- I . EL. 156.50' i" THICK 321"TYPICAL -- i-4 PLATE ilk, 1 <TYP ill 6 A325 WITH 1-2..TYPICAL 1/4 17 H AVY HEX NUTS, 3"TYPICAL MONORAIL. J'M NUTS& /— BEAM H ,RDENED WASHERS ( )MONORAIL SUPPORT & CROSS BRACE I ETAIL S3 , s.....--- ".. 213' Tee iarc-Ti.ept.) S e F--tm 8 ti (I .2_ co_ 1-- Li_ + -12-Fsi)-LL - r 6.,tx icoost-4- 6 oesoiL + --i 6 0 2- 4k /i 2.F,., = Li 4 6 pt,orrg_ e-- S / V it= Fp /2. PI-T- =- 6 40j) $ 2•S)j- 2- V --:' 1 7 SD jk-/ tA e__ t.,4-1- E__ : .6, ti =- LK.s i 14/1 = (1400st )( 2,S s A+'LS tfil# ±. Vv t- LL- Vvi ------ "7 4 3 3 " 16 /F,,4_,--tE., Gr— 1=MIgmZi www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: Specifier's comments: 1 Input data °Tim° Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth: hef= 10.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=22.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fe'=4,000 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:>=No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[Ib,in.Ib] z .4..tt 35 25 25 3$ N 0 \ ,tea t' --�� r N ,,,,-,: . ,, ,.L.--,,--2-:-.:.:-.. ' ' ._ . .,;„0:2,.,„ .,„:: , osi, �� fi �_ of 1 x ,,''3,, DSO Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan [2:21;13 www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 2 Load case/Resulting anchor forces L.y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 786 97 97 0 2 0 97 97 0 3 786 97 97 0 4 0 97 97 0 5 786 97 97 0 016 03 07 013 09 04 6 0 97 97 0 7 558 97 97 0ORO 8 558 97 97 0 017 Tension 011 omi ession 9 101 97 97 0 10 101 97 97 0 018 01 08 015 010 02 11 558 97 97 0 12 101 97 97 0 13 329 97 97 0 14 329 97 97 0 15 329 97 97 0 16 982 97 97 0 17 982 97 97 0 18 982 97 97 0 max.concrete compressive strain: 0.03[°'oo] max.concrete compressive stress: 142[psi] resulting tension force in(x/y)=(-4.638/0.000): 8,267[Ib] resulting compression force in(x/y)=(9.517/0.000): 3,786[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Noa[Ib] Capacity$Na[Ib] Utilization f N=N„a/$Na Status Steel Strength* 982 14,966 7 OK Pullout Strength" 982 15,456 7 OK Concrete Breakout Strength** 8,267 9,270 90 OK Concrete Side-Face Blowout,direction 2,756 24,205 12 OK y+"" anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) 4t Nsa>Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] futa[psi] 0.31 65,000 Calculations Nsa[lb] 19,955 Results Nsa[Ib] steel 4 Nsa[Ib] Nua[Ib] 19,955 0.750 14,966 982 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1:::Mili3 www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 3.2 Pullout Strength NpN =W c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) 4) NpN>_Na. ACI 318-14 Table 17.3.1.1 Variables W c,p Abrg[In.2] A,a fc[psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results Npn[lb] 4 concrete 4>seismic 43 nonductile 4) Npn[lb] Naa[Ib] 29,440 0.700 0.750 1.000 15,456 982 3.3 Concrete Breakout Strength ANc Ncbg = (ANco)W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) 4) Ncbg>Nua ACI 318-14 Table 17.3.1.1 AN. see ACI 318-14,Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 Ni ec,N AC1318-14Eq.(17.4.2.4) (1 +2e )�1.0 W ed,N =0.7+0.3 1.5h ca,min <1.0 ACI 318-14 Eq.(17.4.2.5b) ef W cp,N =MAX(Ca,min, 1.5hef`5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cac Nb =kc X a hef5 ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ec1,N[in.] ec2,N[in.] Ca,min[in.] y/c,N 10.000 2.738 0.000 2.500 1.000 Cac[in.] kc A.. fc[psi] 24 1.000 4,000 Calculations ANc[In•2] ANco[in.2] W ec1,N M/ec2,N W ed,N W cp,N Nb[Ib] 522.00 900.00 0.846 1.000 0.750 1.000 48,000 Results Ncbg[Ib] 4>concrete (seismic 4>nonductile 4) Ncbg[Ib] Nua[lb] 17,657 0.700 0.750 1.000 9,270 8,267 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1=1 ;=1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 3.4 Concrete Side-Face Blowout,direction y+ Nsb =160 Cat JAbrg X a ACI 318-14 Eq.(17.4.4.1) Nsbg =agroup Nsb ACI 318-14 Eq.(17.4.4.2) l Nsbg'—Nua ACI 318-14 Table 17.3.1.1 agroup = (1 + s 6 Cal) see ACI 318-14,Section 17.4.4.2, Eq.(17.4.4.2) Variables cat [in.] ca2[in.] Abrg[in.2] X a fc[psi] s[in.] 2.500 24.000 0.92 1.000 4,000 13.500 Calculations agroup Nsb[Ib] 1.900 24,265 Results Nsbg[Ib] concrete seismic t nonductile Nsbg[Ib] Nua,edge[Ib] 46,104 0.700 0.750 1.000 24,205 2,756 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan E=I2fti3 www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4 V„[Ib] Utilization 13v=Vua/4 V„ Status Steel Strength* 97 12,971 1 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,750 31,248 6 OK Concrete edge failure in direction x+** 1,750 5,214 34 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-14 Eq.(17.5.1.2a) • Vsteei a Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v[in.2] futa[psi] 0.31 65,000 Calculations Vsa[Ib] 19,955 Results Vsa[lb] 0 steel (I) Vsa[Ib] Vua[Ib] 19,955 0.650 12,971 97 4.2 Pryout Strength Vcpg =kcp [(ANco)W ec,N W ed,N W c,N W cp,N Nbl ACI 318-14 Eq.(17.5.3.1b) 4 Vcpg a Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 Ni ec,N 1 +2 eN < 1.0 ACI 318-14 Eq.(17.4.2.4) 3 hef W ed,N =0.7+0.3 (1 5hef)< 1.0 ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX( ' , 1 bhef)<1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc X a 1?hef5 ACI 318-14 Eq.(17.4.2.2a) Variables kg, hef[in.] ec1.N[in.] ec2,N[in.] Ca.min[in.] 2 10.000 0.000 0.000 2.500 V.c,N Cac[in.] kc a,a fc[psi] 1.000 - 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib] 558.00 900.00 1.000 1.000 0.750 1.000 48,000 Results A Vcpg[Ib] 4)concrete (t,A 41 seismic nonductile 4) Vcpg[Ib] Vua[Ib] 44,640 0.700 1.000 1.000 31,248 1,750 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CM:M=0 www.hilti.us Profis Anchor 2.8.0 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 4.3 Concrete edge failure in direction x+ Av Vcbg = (Avi W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-14 Eq.(17.5.2.1b) 4, Vcbg>Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1, Fig.R 17.5.2.1(b) AVc0 =4.5 c2at ACI 318-14 Eq.(17.5.2.1 c) 1 W ec,v ( 2ev 5 1.0 ACI 318-14 Eq.(17.5.2.5) — 1 +3Caf W ed,V =0.7+0.3 Cat(1.5Cat 5 1.0 ACI 318-14 Eq.(17.5.2.6b) 1.5Cat W h.v h Z 1.0 ACI 318-14 Eq.(17.5.2.8) a Vb =9.aArf:cys ACI 318-14 Eq.(17.5.2.2b) Variables cal [in.] cat[in.] ecv[in.] W c,v ha[in.] 16.000 2.500 0.000 1.200 24.000 la[in.] k a da[in.] f,[psi] W parallel,V 5.000 1.000 0.625 4,000 1.000 Calculations Avc[in.2] Avco[in.2] W ec,v W ed,V W h,V Vb[Ib] 288.00 1,152.00 1.000 0.731 1.000 33,952 Results A Vcbg[Ib] W A concrete `Y seismic W nonductile W Vcbg[Ib] Vua[Ib] 7,448 0.700 1.000 1.000 5,214 1,750 5 Combined tension and shear loads RN Rv S Utilization[3N,V[%] Status (20.89y2 0.336 5/3 99 OK RNV_RN+[3V<= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 64 Project: Sheet# 5816 SW GILLCREST CT. Location: PORTIANp,OR 97221 TEL:503.896.7712 Client: Job# Date: By: tie ,D 'Ter t39.6,-c.E__ 14"x14" EMBEDED PLATE 3"TYPICAL DESIGNED, SUPPLIED& 12"TYPICAL INSTALLED BY OTHERS A. "e: TYP EL.: 160.50' "s'f"%t 3,•. v 1 4 •; : UPPER •...7.4' r , :r: .s.;z 4..TUNNEL:t. � .3= .�K?a'te i"THICK "`<r ty„SLAB54:- EL.: 159.00' PLATE • '" M....,... . _;;. 1 N ` , TYP> 1/4 N Q � � 1/4 \VI <TYP / � 1" 7 x7 x9 PLATE EL.: 156.50' I I MONORAIL BEAM - 3-'TYPICAL ,--- .4t1E-- i"0 A325 WITH HEAVY HEX NUTS, 'F-P JAM NUTS & HARDENED WASHERS L & N 42+ P--01- � 3\- = it/F.21-- MOLL,' Go Ap = l i 4 o �, L X 31'l� 11 Flo 2� 42.lI� ( c 2-S o At \ AS5 Jv-\ t- Lo A-o 1IJ to 1 'P t_ML Ff = 0 ,gvlo x 2500a4 . Zt SD . . Fv - d ,2 t x 25co - s 25 IL p9-or‘5 1.o AI)S - I , 2 x 24'42 = 253a - I-",/ = szSit x 2.5 = I ; tZ4- \/ = Z15o4rn Z.S s�7c 65 Sheet ti Project: 5816 SW GILLCREST CT. Location: PORTLAND.OR 97221 Job it TEL:503.8%.7712 Client: Date: By: C.l-t c9-2A G . ( Lo r`16 j Lc Ot u At Rid-€._ El.s h-D,s ( Let_ DL -4- LL = 15 Zfo 'f' (p coo - 7 9Z(o v = 2,cxF, = 13iZ = 2Lc)‹ FP 7 c-E- Vic- Co-L-,\(-) r4 0,33 K 31S 1 78 (, 'tk t- g 0 = 1 1 n 2-}y V = S -t 5 *4-- M:1:12 =1:1 www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/81"mT Effective embedment depth: het=8.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=14.000 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=7.930 in.x 6.500 in.x 0.245 in.x 0.400 in. Base material: cracked concrete,4000,fe'=4,000 psi;h= 18.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[lb,in.lb] Z b ns 5s ,r - .� Y-_- ` .r ^ V o__,...........- � 6 ^ a a. y Illkils, ‘ --- , K _ s t � s �, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan M:0210 www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 2 Load case/Resulting anchor forces L.y Load case:Design loads 04 05 06 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,225 845 597 597 2 1,225 845 597 597 3 1,225 845 597 597 0 7 0 g r>x 0 8 4 1,225 845 597 597 Tension 5 1,225 845 597 597 6 1,225 845 597 597 7 1,225 845 597 597 8 1,225 845 597 597 9 1,225 845 597 597 01 0 2 0 3 max.concrete compressive strain: -[%e] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 11,024[Ib] resulting compression force in(x/y)=(0.000/0.000): 0[Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nua[Ib] Capacity 4 N„[Ib] Utilization D+N=Nua/.Nn Status Steel Strength* 1,225 14,966 9 OK Pullout Strength* 1,225 15,456 8 OK Concrete Breakout Strength** 11,024 38,349 29 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase.N futa ACI 318-14 Eq.(17.4.1.2) • Nsa>_Nua ACI 318-14 Table 17.3.1.1 Variables AseN[in.2] futa[psi] 0.31 65,000 Calculations Nsa[lb] 19,955 Results Nsa[Ib] 0 steel 10 Nsa[lb] Nua[Ib] 19,955 0.750 14,966 1,225 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.8.0 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 3.2 Pullout Strength NpN =w c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) NpN>_Nua ACI 318-14 Table 17.3.1.1 Variables 7 1 c,P Abrg[in.2] � fc[psi] 1.000 0.92 1.000 4,000 Calculations Np[Ib] 29,440 Results Np,,[lb] 4)concrete 4.seismic 4)nonductile 4> Npn[Ib] Nua[Ib] 29,440 0.700 0.750 1.000 15,456 1,225 3.3 Concrete Breakout Strength Ncbg = (ANco/ w ec,N y/ed,N y/c,N tl/cp,N Nb ACI 318-14 Eq.(17.4.2.1b) Ncbg>Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig.R 17.4.2.1(b) ANoo =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 ec,N 1 +2 eN <_1.0 ACI 318-14 Eq.(17.4.2.4) 3 hef w ed,N =0.7+0.3 (1ca,minhet)< 1.0 ACI 318-14 Eq.(17.4.2.5b) 5 cp,N =MAx(Ca,min 1.Cac5hef)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Nb =kc A,a hers ACI 318-14 Eq.(17.4.2.2a) Variables hat[in.] ec1,N[in.] ec2,N[in] ca,min[In•] w c,N 8.000 0.000 0.000 12.000 1.000 Cac[in.] kc a fc[psi] 24 1.000 4,000 Calculations ANc[in.2] ANcO[In?] w ecl,N w ec2,N w ed,N w cp,N Nb[Ib] 1,225.00 576.00 1.000 1.000 1.000 1.000 34,346 Results Ncbg[Ib] 4.concrete 4,seismic 4>nonductile 4) Ncbg[lb] Nua[lb] 73,045 0.700 0.750 1.000 38,349 11,024 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Ma= www.hilti.us Profis Anchor 2.8.0 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4 Vn[Ib] Utilization f3v=Vua/4 Vn Status Steel Strength* 845 12,971 7 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 7,601 102,263 8 OK Concrete edge failure in direction x+** 7,601 13,507 57 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-14 Eq.(17.5.1.2a) (I) Vsteei>Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v[in.2] futa[psi] 0.31 65,000 Calculations Vsa[Ib] 19,955 Results Vsa[lb] 4)steel 4) Vsa[lb] Vua[lb] 19,955 0.650 12,971 845 4.2 Pryout Strength Vcpg =kcp [(ANco)W ec,N W ed,N W c,N W cp,N Nb] ACI 318-14 Eq.(17.5.3.1b) W Vcpg?Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1, Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = 2 eN) <_1.0 1 + ACI 318-14 Eq.(17.4.2.4) 3her W ed,N =0.7+0.3 (1Gamin5h )5 1.0 ACI 318-14 Eq.(17.4.2.5b) af W cp,N =MAX( ' ,Ca, in 1.5haf)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cac Nb =kc A.a-4T.hef5 ACI 318-14 Eq.(17.4.2.2a) Variables kcp hef[in.] ec1.N[in.] ec2,N[in.] ca.min[in.] 2 8.000 0.000 0.000 12.000 W c,N Cac[in.] kc X a fc[psi] 1.000 - 24 1.000 4,000 Calculations ANc[in.2] ANco[in.2] W ec1.N W ec2,N W ed,N W cp,N Nb l b] 1,225.00 576.00 1.000 1.000 1.000 1.000 34,346 Results A Vcpg[lb] W concrete 4)seismic 4)nonductile 4' VcPg[Ib] Vua[Ib] 146,090 0.700 1.000 1.000 102,263 7,601 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan E:12273 www.hilti.us Profis Anchor 2.8.0 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/27/2019 E-Mail: 4.3 Concrete edgel failure in direction x+ Avc Vcbg = (Avco/W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-14 Eq.(17.5.2.1b) Vcbg>Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1, Fig.R 17.5.2.1(b) Avco =4.5 cat ACI 318-14 Eq.(17.5.2.1c) 1 W ec,v ( 2e <_1.0 ACI 318-14 Eq.(17.5.2.5) _ 1 +3oat W ed,V =0.7+0.3(1 5Cat�5 1.0 ACI 318-14 Eq.(17.5.2.6b) _. 1.5Cat h,v ha `a 1.0 ACI 318-14 Eq.(17.5.2.8) W V 0.2 Vb = (7 ( / ')X a A ca:s ACI 318-14 Eq.(17.5.2.2a) a Variables cal [in.] ca2[in.] ecv[in.] W c,v ha[in.] 12.000 12.000 0.000 1.000 18.000 la[in.] X.a da[in.] fa[psi] W parallel,V 5.000 1.000 0.625 4,000 1.000 Calculations Avc[in.2] Avco[in.2] W ec,v W ed,V W h.V Vb[Ib] 630.00 648.00 1.000 0.900 1.000 22,052 Results Vcbg[Ib] 4i concrete 4>seismic nonductite Vcbg[Ib] Vua[Ib] 19,296 0.700 1.000 1.000 13,507 7,601 5 Combined tension and shear loads RN Rv c Utilization(3N,v[%] Status 0.287 0.563 5/3 51 OK RNV=R +Rv<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C, EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The CD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3 (d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 71 5816 SW Gil'crest ct Portland, OR 9722 I Ph: 503.896.7712 REFERENCE C_ CO Lauaen° MONORAIL AND CRANE SYSTEM TRACK /� 6Q4-2 SUPERTRACK" GIRDER WITH 3.33" OPERATING FLANGE Issued 9-7-01 LOUDEN SUPERTRACK" GIRDER Operating Flange -See Below Specifications: Min. Carbon Content .50 — Min.Manganese Content 1.00 i 1 3/4" I Min. Ult. Tensile 115,000 psi b ;- -- ` — — -- — Web Min. Yield Point 78,500 psi 13/4"" 1 3/4"+, Min. Brinnell Hardness 225 ' Bottom Flange Width 3.33" -)— Tread Thickness 7/16" Max. Lower Flange Loading 2500# per wheel +4- b - --.i ± 2" 16/,6"-. +--►,21" "D.THRU f 7/61"-•* ON CENTERS I t i // dp t-.4- J 1)-4 1 = - - I ± \17/R" "D. THRU 25 h3.33" /32 4 HOLES EACH END. Cat. No 604.820 604,924 604.1231 6044436 604-.4638 604 846 604.2153 Wt./Ft. 20 24 31 35 38 46 53 D 7. 9/4-6 9 12 14 15 1-8 24 d 8 9 7/4-6 12 7/16 1-4 7/16 1-5 746 4-8 7/1-6 2-1 7/16 b 6 6 6 7- - 8 _ 1-0 1-2 f 5/4.6 7/1-6 5/8 5/8 5/8 _ 5/8 5/8 t 5/16 5/16 5/16 5146 5/4-6 546 5/46 Each piece of girder track is furnished with standard Ton Flanac Holle Caen splice punching at each end and two slotted holes at -each end of the top flange as shown above. Nominal Flange BAIL slot length is twice the hole size but does not exceed I 2" Hole size must be specified as shown at right. Thickness 5/8 3/4 7/8 Maximum permissible Wheel Load on 604 Type 5/16 146 N.A. N.A. SUPERTRACK Girder is 2,500 Lbs. (5,000 Lbs. per 2 Wheel Trolley). 746 14/46 1-346 N.A. N. A. - Not Available 5/8 14 1-346 4-646 A ill® ACCO Material Handling Solutions �� 76 Acco Drive,Box 792,York,PA 17405-0792 717-741-4863,800-967-7333,FAX 800-715-8897 ©2007 FKI Industries Inc. �!_ E-mail:info@accomhs.com www.accomhs.com Printed In USA PART OF THE RFRI GROUP D4