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HomeMy WebLinkAboutCOM2021-00013 Structural Sketches and Calculations - COM Engineering / Geo-Tech Reports - 2/23/2021 WAL.*-jn .., CONSTRUCTION CO. BUILDINC VALUE I w:wwwalshconstructaan.cam Request For Information ff s s 1921ff.14 R k S a RFI Number: 15 RFI Type: Preconstruction RFI Date: 02/23/21 Revision: Priority: Status: Open Date Sent: 02/23/21 Due Back: 03/02/21 Sent By: Tracy Ann Michel To Firm: SkB Architects To: Meg Taylor From Firm: Walsh Construction Co./Washington Contact: Tracy Ann Michel Subject: Retail Structural Wall Question: During investigation of the retail wall that currently divides the retail from admin offices,it was discovered the wall is structural and upgrades to the wall Will be necessary in order to open the wall as defined on A2.1. Please advise what modifications will be necessary.Preliminary definition has been provided and further research is being investigated.Using the RFI system to document and not lose sight of item in the works. Thank you. Impact: Days: TBD ROM: TBD References: 6/A9.3,A2.1 Notes: Response: SEE ATTACHED STRUCTURAL DETAILS ARID CALCULATIONS FOR REINFORCEMENT OF SHEAR WALL AT RETAIL OPENING, Answered By: M.TAYLOR/Sk8 ARCHITECTS Date: 02.25.21 Distribution: Sent To Firm Sent To Contact Date Required 2 Walsh Construction Co./Washington John Lennox 3 Walsh Construction Co./Washington Randy Cossette 4 Walsh Construction Co./Washington Tracy Ann Michel 5 North Forty Lodging,LLC dba Alderbrook Resort&Sp Laurie Kenneth 6 SkB Architects Louie Caldwell 1 SkB Architects Meg Taylor Version 20180219 Page 1 of 1 02/23/21 11:30:06 AM PORTLAND,OREGON SEATTLE,WASHINCTON TACOMA,WAS14INGTON 2905 SW First Ave,Portland,OFF 97201 315 Fifth Ave S,Suite 600.Seat?te,WA 98104 301 S 2&h St,Tacoma,WA 98402 0 503.222,4375 1 F S03.274.7676 0 206.547.4008 I F 206,547.3804 0 253.572A245 0RCC6147257/WALSHCC962LD WALSHCC99001 WALSHCC99001 ND SAHL Structural Sketches and Calculations 21 -021 -01 Alderbrook TI Shear Wall Modification 10 E. Alderbrook Dr. Union, WA 98592 for SKB Architects February 24, 2021 Of �Syf 6'© 49147 r 1 Al.,IT v SION m'T'7•4& 1201 First Avenue South, Suite 310 j Seattle, Washington 98134 206-402-5156 wwwJundopsahLcom o __. m.._ m € co!D l fl O i z cn 3 X 10 1A} _848' p N W (fj 14 MIN LengtO =ro gV CD Al C=b (D m a� a3 CD Cn C GL 0 O W tV-�z @ N O 4 ^A_0=C�D cn m romo" vs �.y3 =_� O rL N (D Q ���_ 7 I ro W�A1 O •tD O (D 0) @ ice.. .+. q A (D — O_ z CD O € 0 �.j.. a.. 0 CD Q �3 •y o N Nix D (D _ b !7 a i 3 0 IV pp ? N G N fYt tTt p tD N N x,y IT1 < N ":w -n (n Ia'n, ro v=i D cQo a m .� c o 3 o� NiU t'n C �•O O@ N ro O 'a N O x O 4 cn �^ OL KP O O. CAA 0 M, � (1'1 X^(D X C mCL a� aw m � ppCL (D q C3 ry o ,p Q u (�ro .o �; y o y a z to p� o m ro G7iv 3? `° ro om �Y`r'A D t7 ° G7 n�i — Q W 91 m G OAn(fl .�. O Nm C /\ O. mo O A7 .N.. ro m V/ ,� 3 cD O p*O twn n c O' n, LD,- < C m a cn (DD � ?_ M m 3 0 0 m 0 O T V tli(D O .O-. m w T. j I� o SI, m o S J t1; 3{D 0' O (D S () (n CD ..5 CD 0) o (D m `tea -<w CL g ¢} P� pap, SSK-01 t 3 x I H ! 11 Tlf i I ., H { , aIz C.I r } NOTES: 1.Contractor to verify existing bot. plate anchor bolts are located at 36"oc. Notify FOR if not present. With existing anchor bolts and new anchor bolts combined,the final required spacing of anchor bolts is 18"oc. 2. Do not harm existing footing reinforcing when drilling. Pro; c Alderbrook Tl 4S)AHL -... -— ....... ................................ - ...__ _.........._......._ ._.__.__ Existing Shur Wall Modification - Section Project No 21-021-01 Data 02/24/2021' 12DIFist Avenue South,Suite 310 _ _... ___ ____._. .. --- ......-......_..........-..___111_..........__....... _.. _ _� Seattle, Washington 98134 k, 02-5156 wwwlvnaopeaahl com Reference A2.1 Scale I VTS CT , W114 1, 9 CT US i -i-€ i .. } l TC 16 F 'f:�--" �m E 'Ti ff AN 7--- E 1 1 i _ D - ei a a 3 PEP AROA T NOTES: TkFA&A.%pq 1. Contractor to verify GLB Hanger is present before cutting opening. Notify FOR if GLB hanger does not exist. 2. Existing shear wall sheathing to remain~ in place. Install trim stud, header and blocking from opposite side of wall. Nail existing sheathing to new framing with 1 Od @ 6" oc. Project Alderbrook Tl u ......._._.._._ ....... ----........... .. ... ......... ........ ...........------ ..............................-........... . ND Existing Shear Wall Modification - Header detail SAHL Project No 21 Q21 Q1 ate 0212412021 '' ' 12filFsstAvenue South,Suita310 _... _._......_ Seattle,Washington 98134 206.1W-5156 wwwlundopsahl.com Reference A2.1 Scale NTS t?*t Alderbrook TI ,_._ . _ ....._.Shee Existina Shear Wall Modification _......- ND Cient - _SKB Architects -01 ct Na O purer RNR ate.2/24/2021 HL www.fundopsahl.com , Tel:206,�402,5156 ) -a )r- "O � f{ 'To Ztlw ra r ` 15 1 = 4 z. 1 I , I gg l� x .w 1 per 1 f p ri oLk Skew t \.Q-V\ : z a . � Alderbrook TI Existing Shear Wall Modification PageUND __ Architects rQ , <_��a�. 21-021-01 SIAHL pes!4�, RNR_. a.� 2/24/2021 w wJundopsahl.som 1 TeL 206,402,5156 T mat y 1 + 1ec-rw ci f 2.(v 9629 it Vtt ins+^ lrg {'S t5 p D\O kooeoot toy o -9 4 9 5 P1 V/ ' � - c -}, - Gk► _ 4 00c. 1 (J A D W 2 . 44,05 U ` 2� t 1,35 5 c , (CC- vo, Sc.e4 S � t } of j., Alderbrook T( Sheet Existing Shear Wall Modification_ __._......................... Page No, �., ND SKB Architects .. ...�v..� �+fl•.21,-021-01 SIAHL oesipv R N R Date 2/24/2021 www.iundopsahl.com I T*1:206 402 SIS6 04 of .. 9 t; re . /5" 1 3 t C L i (3TAk 1 2.C) E E L- E ) — gt L 2- i1 i�j ro4- S\K)) - � I S,75 SX 9" T ko m 1 t = .` � 1,6 ..Alderbrook_TI Sheet Existing Shear Wall Modification ��a.__... Li client SKB Architects ND SAHL oeslgne€R N R o#ie_2/24/2021 www.fundopsahl.com I TeL 206.402,5156 4- (t4b ` Ib TLR in b` Se e 41 a , C2) Z Te, -2- 6� 7 �fT Z30 l 7 p F rz t= 7 f i, ' i t ^ L --Z 45 q ! F�m i r i Alderbrook Tl _. .. Sheet .._..... Se, F Existing Shear Wall Modification LANChen, SKB Architects 4tctN1011-21 021 01_ Date 2/24/2021 www.lunsdopsahi.com I Tel:206.d02.5156 i " 1 OL I t `, fi 4 I 04- t. 11 4� 3e4 `3 � t E b4, L2 0, 2-z�) 4— i L 1 3 T�, Gd � Flo i4 A q, a l I, w �- d Alderbrook TI ..shy Existirjg Shear Wall Modification, UNDSKB Architects 21-021-01 R N R SAHL www,fundopsahl,rom j 7eV206.402,51% ............ ...... --......................................................................... ................ A zac>pvs� eA sw v WR Li — 7 X ' if YN aQ e-YIN i, Lz epT NO-) Its Pj.,t Alderbrook TI Existing Shear Wall Modification - ND7 u SKB Architects proiecz vo 21-021-01.. pe5,gr,e, RNRa� 2/24/2021 ASAHL www.lundopsahl.com I Te1:206A02.5156 g_ LL- 4xz, ) f �,,pI ,1 t E I E I .- c � Z "'�)eJ,r , x Simpson •ng-Tie'l-Anchoring,Fastening,Restoration , Strengthening Systems for • , Masonry Gas and Powder Actuated Fasteners Design Information - Steel Powder-Actuated and Gas-Actuated Fasteners - Allowable Shear Loads in Steel' IBC , Ed ' . " a 410 365 385, 3857 325' PDPA,PDPAT 0.157 ! 0.5 1 (1.82) (1.62) (1.71) (1.71) (1.45) PDPAWL (4.0) (13) (25) A572 Gr.50 _ 420 290' 275' 275' orA992 (1,87) (1,62) (1.29) (1.22) i (1.22) ...._..._.................................................._._._................_._.........:......_..............................................................................._......_.............._................._............`.---._..._.__._......................................................................................................_........................__.............;-....._......................... , Powder PIN4V 0145 0.5 1 A36 395 Actuated PINWP (3.7) (13) (25) - (1,76) - - PSLV3 0.205 1 1 ih 770 1,120 Smooth shank (5.2) (25) (38) A36 - (3.43) (4,98) - - - . .................__..._............._.................._...--................._........................._._........._....................-.__....................................................._.... ...........................................................................,..........._............._............................. PSLV312575K 0.205 1 11r4 A36 930 1,130 Knurled shank (5.2) (25) (38) (4.14) (5.03) - -0.5 1 A36 285 225 205 GDP 0.106 (13) (25) (1 27) (1,00) (0 91� - - - ....._..... ...... ...... ....... ... ,........... (2.7) 115 1 A972 Gr.50 250 145 - - (13) (25) LL orA992 - (111) (064) - __ ... 0.5 1 180 265 2258 225" - Gas GDPS 0118/0102 _._ (13) (25) A36 (0,80) _.. (1,18)..... (100). .,.. (1 00) Actuated 3S)/2 ht 0.5 1 A572 Gr.50 205 305 2051 (13) (25) orA992 (0,91) (1,36) (0.91) 0.5 1 400 345 3104 _ GW-50 0.12810110: ..... (13) (25) A36 - (1 r8) (1 53) (1.38; ........ ..... .._ (3.:3i2.8) 0.5 1 A572 Gr.50 3$0 3251 3509 (13) {2 5) orA992 - (1.69) (1.45) (1.56) - � f 1. The entire pointed portion of the fastener must penetrate through the steel to obtain the tabulated values,unless otherwise indica e . 2. The allowable shear values are for the fastener only.Members connected to the steel must be investigated separately in accordance with accepted design criteria. 3. Steel strength must comply with the minimum.requirements of ASTM A 36(Fy=36 ksi,F.,=58 ksi), ASTM A 572,Grade 50(Fy=50 ksi,F;,=65 ksi),or ASTM A992(F =50 ksi,F =65 ksi). 4. Based upon minimum penetration depth of 0.46"(11.7 mm). 5. Based uaon minirnum penetration depth of 0.58'(14.7 mm). 6. Based upon minimum penetration depth of 0.36"(9.1 mm). 7. The fastener must be driven to where the point of the fastener penetrates through the steel. 8. Based upon minimum penetration depth of 0.35'(8.9 mm). 9. Based upon minimum penetration depth of 0.25"(6.4 mm). 10.For stepped shank fasteners:(Diameter of shank above the step)/(Darneter of shark below the step). z 11.The allowable load values listed are for static load conditions.Refer to ICGES ESR-2138 and ESR-2811 code reports for seismic load conditions. G 0 C V Spiral Knurl Pin Allowable Tension and Shear Loads * in Cold-Formed Steel Studs {( s 33 30 70 ! ( y (20) (0.13) (0.31) $ 43 48 89 ,a ... 1 18 (0.40) GDPSK-138 0.109 9lis 4 - -..._._i... ......._. ..........._....._(0.21)......__...................................................... (2.8) (2.1) (102} 54 92 150 (16) (0.41) (0.67) 68 73 218 j (14) (0.32) (0.97) _................:._.............. ..........._._........................._........................................_............................................................... : 1.Entire pointed portion of the fastener must penetrate through the cold-formed steel to obtain tabulated values. 2.The allowable tension and shear values are for the fastener only.Members connected to the cold-formed steel muss be Investigated separately in accordance with accepted design criteria. 3.Fastener is to be installed in the center of the stud flange. 4.Loads are based on cold-fo med steel members with a minimum yield strength,F,.=33 ksi and tensile strength, Typical GDPSK Fu=45 ksi for 33 mil(20 ga.)and 43 mil(18 ga.),and minimum yield strength,F.,=50 ksi and tensile strength, Fu=65 ksi for 54 mil(16 ga.)and 68 mil((14 ga.) Installation 'See p.12 for an explanation of fhe load fabie icons. 197 U I Its W Hilti PROFIS Engineering 3.0.67 www.hilti.com _ _ Company: Page: 1 Address: Specifier: Phone I Fax: ,,.,,, E-Mail: Design: SW in-plane shear anchor bolts, Date: 2/22/2021 Fastening point: + .� Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)5/8 a N Item number: 2198024 HAS-V-36 5/8'x6"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: hef,opti=3.125 in.(hepjimit=10.500 in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 1 3/1/2022 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plateR: Ix x ly x t=4.000 in.x 18.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f,'=4,000 psi;h=12.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or a No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(a)) Shear load:yes(17.2.3.5.3(a)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] ,,,Design loads >E ;-Sustained loads ° ��t tli Z \ F0 ` 'mot? Y X ......................................................................................_..._...................... Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 "!�I�C�;�IIIIIIIIYI Hilti PROFIS Engineering 3.0.67 www.hilti.com - ---Company; Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: SW in-plane shear anchor bolts Date: 2/22/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] .._......-_....._...._._._......_._..._.................-. .._.............................._...._. .__............___--_._..._------................. - _ _.._.__._......._........_._......_........................_....__............---.....................--............_._..._......_....------ ... __.-......................- 1 Combination 1 N=0;Vx=0;Vy=4,200; yes 69 Mx=0;My=0;MZ=0; Nsus=0;Mx,sus=0;My.sus=0; _._-......................................................................................................................................-_..................._..._._.__........................,................................_............__._..._.........-......-..._-..........._...............................__._.............._...........-....................__......................................_..........._................... Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HHU AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan 2 Hilti PROMS Engineering 3.0.67 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: SW in-plane shear anchor bolts Date: 2/22/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Ov NO] Status Tension - - /- NIA Shear Steel Strength 2,100 3,067 -/69 OK Loading ON sv Utilization ON,v[%] Status Combined tension and shear loads - - N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! ..............................................._......................_................................... Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 Hilt! PROFIS Engineering 3.0.67 www.hilti.com ............. ...........I---------................. Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: SW in-plane shear anchor bolts Date: 2/22/2021 Fastening point: 4 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. ..............................111.11 1.................I...................­­ __................. ...........- I"..,..................­­­___­.................. .......................................................................................................................... ......................... Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 Hilt! PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 1 Address: Specifier: Phone 1 Fax: E-Mail: Design: SW new HDU epoxy anchor bolt-North Date: 2/22/2021 Fastening point: ,x ,., ^� �+�► Specifier's comments: 1 Input data prrr,.N.9NioogNlliI°Ailr Mtl YAnchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)7/8 � Item number: not available (element)/2022793 HIT-HY 200-R (adhesive) Effective embedment depth: hef,aa= 12.000 in.(hef.limit- In.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 1 3/1/2022 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=5.500 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f,'=4,000 psi;h=16.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:Dry Reinforcement: tension:condition A,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or s No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(c)) Shear load:yes(17.2.3.5.3(a)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] U440esign loads Sustained loads tv r � �j i Z t :< X .........................-..._...._................................................... . ....... Input data and results must be checked for conformity with the existing conditions and for plausibility! _ _................................__._.__........_._............ PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan 1 Vi'tC8!'4'4.h1V0.�'tl�!l, IVrII Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: SW new HDU epoxy anchor bolt-North Date: 2/22/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] ----- _...-_._._..._......_..._.--...............................................................--... —— _...._...._._._.....__....__.._....__........................_._..----._........................................---.................................._--..........._..------.............--................................ 1 Combination 1 N=15,299;Vx=0;Vy=0; yes 91 Mx=0;My=0;M.=0; Nsus=0;Mx,sus=0;My,sus=0; .............................................._............................................................................................_._.................._......_..._............................................................................_.............................................................._..............................__........._._.......................__._........._..._......._.............................................. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 lire nlwnomrrll�irrV�� Hilti PROFIS Engineering 3.0.67 www.hilti.com — -------------------- -- Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: SW new HDU epoxy anchor bolt-North Date: 2/22/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON/I;v[%] Status Tension Concrete Breakout Failure 15,299 16,947 91 1- OK Shear - - - -/- N/A Loading ON Ov Utilization RN.V I%] Status ...............__......_.__..._.__. _ Combined tension and shear loads - - - - N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! _............. .................... _........... _...... _................... ....................................... _.......... ............................... ........_........................ PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: SW new HDU epoxy anchor bolt-North Date: 2/22/2021 Fastening point: 4 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. ............... ......... ............................................................ ......... .... ..I........... ........ .. ...... ........ .......... .. .......... ­111- Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 HIM PROMS Engineering 3.0.67 www.hilti.com Company: A Page: —! 1 Address: Specifier: Phone I Fax: E-Mail: Design: S new HDU anchor bolt-South Date: 2/24/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)7/8 Item number: not available (element)/2022793 HIT-HY 200-R (adhesive) Effective embedment depth: hef act=12.000 in.(heflimit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 1 3/1/2022 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x lY x t= 12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f,'=4,000 psi;h= 16.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition A,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(c)) Shear load:yes(17.2.3.5,3(a)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] t �s It Design loads Sustained loads 0 i' z � v x ............................................... ................................. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 Hilti PRORS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: Phone 1 Fax: E-Mail: Design: SW new HDU anchor bolt-South Date: 2/24/2021 Fastening point: 1.1 Design results Case Description Forces[lb]!Moments[in.lb] Seismic Max.Util.Anchor[%] —..._._._.._._.........__................._.__._.__....._.__._..._._._..._..._............------.._..._._......-'----..._............---'-- -'---—............_....._._..X.-...._......_..y__......._..._._........._._.._..................._..........y-_........._-............................_..._.................----._.... 1 Combination 1 N=11,500;V 0;V 0; es 58 Mx=0;My=0;M2=0; Nsus=0;Mx,sus=0;My.sus=0; ...._...........__..._.........._........_..._...._........................................_..._......................................_.............................._.__.........................................................................................................................._..........................._.__..............................................._._........................................._._................._.__......... Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HN AG,Schaan 2 t Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: SW new HDU anchor bolt-South Date: 2/24/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Ov N Status - ---..._...._ g .._----__._......_.......__. Tension Steel Strength 11,500 20,085 58/- OK Shear - - - -1- N/A Loadin- AV.. ... _ .._ _.. Combined tension and shear loads - - - _N/A. 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! ................................... ........................ Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 r Y Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page. 4 Address: Specifier: Phone I Fax: E-Mail: Design: SW new HDU anchor bolt-South Date: 2/24/2021 Fastening point: 4 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. 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