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10th Change Order 09/28/2004 MEMORANDUM MONROE COUNh i!',ONSTRUcnON MAAlAGF.MfNr SEP ? ~ 201l~! JJME: RECfMD lW~ TO: Board of County Commissioners From: James L. Roberts County Administrator Date: September 27, 2004 RE: Change Orders A ttached is a proposed change order for the Renovation of the Old Mariners Hospital. (Change Order #10 is for $0.00 to cover expenses of an structural reinforcing of roof prestress planks and existing 4' wall opening.) See attachment. According to the ordinance adopted by the Board of County Commissioners, proposed change orders are to be presented to members of the Board of County Commissioners prior to approval, assuming they are within the Administrator's prescribed limits. Change orders not within the Administrator's authority are placed on the BOCC agenda. The Administrator intends to approve this change order on Tuesday September 28, 2004. ~ --;:Y '" James L. Roberts County Administrator JLR:cac @) CO",. MONROE COUNTY ENGINEERING/CONSTRUCTION MANAGEMENT CONTRACT CHANGE ORDER PROJECT TITLE: Renovation of the Old Mariners Hosoital CHANGE ORDER NO: 10 Total Previous Change Orders Current Change Order Original Contract Amount Revised Contract Amount Change in Contract Time $155.540.70 $0.00 $2.829.600.00 $2.985.140.70 o davs Detailed description of change order and justification: Structural reinforcina of roof Drestress Dlanks and existina 4' (or areaterl wall oDeninas: Proposal Reauest No. 115 To reinforce the existina 4"x4"x1/2" suooort anales at the roof orestress clanks accordina to the attached reoort and construction details fumished bv Atlantic Enaineerina Services (details sealed bv Mark Keister on December 2003) and to orovide structural reinforcina for all existina wall ooeninas over 4' in lenath. Althouah the cost amount reauired for this work will be charaed aaainst the concrete reoair allowance these oarticular modifications were in additional to the oriainal unit costs which were included in the contractor's bid documents. Total cost of work DroDosed in chanae order: $18.757.09 The contractor has reauested (0) days extension. Total for Chanae order: $0.00 CONTRACTOR: ~ ~'(;;L D.L. Porter Constructors, Inc. fl~.a~ Dale ARCHITECT: 9.. f{,IJf Date CONSTRUCTION MANAGER: "~2~O1- Dale COUNTY ENGINEER: DIRECTOR OF PUBLIC WORKS: i / ZdAj ~ale ' COUNTY ADMINISTRATOR: James L. Roberts '7-~ Date CMD007-11/03/97 Change Order Attachment per Ordinance No. 004-1999 · Change Order was not included in the original contract specifications. Yes ~ No 0 If Yes, explanation: Structural reinforcina of roof Drestress Dlanks and existina 4' (or areater) wall oDeninas: These repairs to pre-existing conditions on the project were not foreseen in the original contract documents even though an amount of $25,000.00 marked "Concrete Restoration" was reserved for similar repairs in the original budget. The proposed amount of $18,757.09 will be charged against this existing line item. ~ Change Order was included in the original specifications. Yes 0 No ~ If Yes, explanation of increase in price: · Change Order exceeds $25,000 or 5% of contract price (whichever is greater). Yes 0 No [8] If Yes, explanation as to why it is not subject for a calling for bids: · Project architect approves the change order. Yes [8] No 0 If no, explanation of why: · Change Order is correcting an error or omission in design document. Yes ONo [8] Should a claim under the applicable professional liability policy be made? Yes 0 No [8] Explain: N/A CMD007-11/03/97 . OS/21/2004 14:18 FAX 305 296 2727 BENDER & ASSOCIATES 141 003/003 May 21, 2004 Bender & Associat II J ~r 18 (I T ':) I p.fl. ...............-............--... ......-1 Mr. Don Miner, MCCM The Historic Gato Cigar Factory I 100 Simonton Street Key West, FL 33040 " .\ 'I") .. '.' 'f ./ .' "(' . L\ : -~~: : . 1 i J.....:i J. \. "'~-~.' i.. 1... 1.................-......-..........--..... RE: Mariner's Proposal Request No. 20 Dear Don; I have received pricing from D. L. Porter on Proposal Request No. 20, structural reinforcing,:.f roof prestress planks. Although the pricing is applied against the concrete repair allowance, . ;~'-e issued a Proposal Request to document the requirements and because this work was addition I] to the unit prices included with the bid documents. Proposal Request 20 description, without tt. e PR 20 attachments, is included for reference. I have reviewed the supporting documents and found all to be in order. It is my finding that. he costs related to Proposal Request 20 in the amount of$18,757.09, are appropriate and can be charged against the concrete repair allowance line item. Of this total, $15,544.00, has previo .!Sly been billed against the line item. Please call if you have any questions. Sincerely, ~~~=:.. Bert L. Bender, Architect BLB:swm cc: Gary Loor, Steve Kanthack, Kevin Groner, D.L. Porter Bill Sprague, Sheriff's Office Construction Manager Jenny Bell Thompson, Sheriff's Office Carl Cormier, MCCM, Patrick Schlafly, MCPW Bill Speer, DOH Facilities Manager, Mark Keister MONROE COUNTY CONSTRUCTION MANAGEMENT Enclosure MAY 2 1 2004 lME: RECEIVeD BY: 410AngclaSlreel KeyWesl, Florida33040 Telephone(30S) 296-1347 F a c s i mil e (3 05) 2 96 - 2 7 27 F lor i d 1/ L ; c ens e A A COO 2022 P,ROPOSAL ~r.'~~I,1' REQUEST MONROE COUNlY CONSTRUCTION MANAGEMfNT 1~ ARCHITECT CONTRACTOR FIELD AIA Document G709 PROPOSAL REQUEST NO.: Twenty (20) PROJECT: Old Mariner's ., B\S (Name and address) 50 Highpoint RoplD Plantation Key, FL DATE OF ISSUANCE: February S, 2004 O~R: MomoeCounty (Name and address) 1100 Simonton Street, Key West, FL 33040 Momoe County Sheriff 5525 College Road Key West, FL 33040 CONTRACT FOR: Constru~ron CONTRACT DATED: March 19, 2003 ARCIDTECT'S PROJECT NO. 0102 CONTRACTOR; D.L. Porter Construct9rs, Inc. (Name and address) 6574 Palmer Park Circle Sarasota, FL 34238 # ARCffiTECT: Bender & Associates Architects, p.a. (Name and address) 410 Angela Street Key West, FL 33040 Please submit an itemized proposal for changes in the Contract Sum and Contract Time for proposed modifications to the Contra( Documents described herein. Submit proposal within (S) Five days, or notifY the Architect in writing of the date on which you anticipat submitting your proposal. TIllS IS NOT A CHANGE ORI)ER,A CONSTRUCTION CHANOE DIRECTIVE OR A DIRECTION TO PROCEED WfIHTIJE WORK DESCRIBEr IN TIIE PROPOSED MODlFICATIONS. 'lescription: (Insert a written description of the work) Provide pricing to reinforce the existing 4" x 4" x ~" support angels at roof prestress planks in accordance with the attached Atlantic Engineering report and details (refer to details sealed by Mark Keister December 2003, as they supercedothe details sealed November 2003). Provide structural reinforcing in accordance with the attached Atlantic Engineerii!g report and details (refer to details sealed by Mark Keister December 2003, as they supercede the details sealed November 2003) for all existing openings over 4' in length. Include cost for shoring already in place and as required for completion of the work. Include miscellaneous costs and expenses, providing docwnentation to justifY the claims for costs. Attachments: (List attached documents that support description) Atlantic Engineering Report dated December 9,2003 Matthew Stratton. Architect (Signat e) (Printed name and title) CC: , Goer, Steve Kanthack, Kevin Groner, D.L. Porter JllU.-.S.pcq9ue, heriffs Office Construction Manager, Jenny Bell Thompson, Sheriff's Office c- Don Min~ rl Cormier, Monroe County Construction Management, Patrick Schlafly. Me Public Works '-13il1 5~r, Facilities Manager, DOH Mark Keister 07/1~/2004 10:25 FAX 305 296 27~7 ~V( ~~t ~y~~ U~'~L ~~L~LJ~~~~ BENDER & ASSOCIXTES UL r-'UHI~ ... MARINERS fa1 002 I\~~ 01/04 D. L. PORTER CONSTRUCTORS, INC. 6514 PAWER PARI( CIRClE, SARASoTA. FL 3423a 941-929-MlO FAX 941-929-9500 TO: Bert 8erKterNalhew "'~hsoc:~ VIA FAClMlLE @ (3)5) 29e.2727 ~Olf: Steve lCanthack DATE: May 21. 2004 RE: Old Mainers Hospital Rel'lOQllon Bert AttactJed is the CO$t to dale for the QJlIQ c=kl and SfeeI resmation shown as sfI open in the meetiIIg minutes for prfQng. I. continue" add the costs to 1he alfcwance as we inetr them. The costs to dale .. $17.051.80 pillS 10% OIP, which tttaI$ S18,157.09. , haw! on previous draws bJ1ec far $15.544.00 and" bII as needed an fire May draw. ~: r;ZQ~cJ~'-- ~()E$.r #0. {Z() ~~/fe-;q/ Ie; 2;/ HA-o/ '2LJo4 ~~. ~~e lor" 07/15/2004 10:25 FAX 305 296 2727 BENDER & ASSOCIATES -7 MARINERS ~003 ~ t ~ I ~! &J: ! .C!': :zl. B"'~ .... . 8 ! 'i .. J- ar: 1 0 a.. .. >- .J · e Q II ~ Q l>> Ss fA ~ - . 'I"" 8 8 U) 0_ 0 ;Q ,..: ...... ~ - ~~ ... CD ~ - ,... ! a ~ ! (f) - lit S fa -8 (jf I CD -) 2 A a- u! CD e" 5 I ar - i ~ I E~ B ~ it .. a. ~s '8 e ~ 1= J;D1l D.. !! .. a.. '0 ~ c i! fi of . ~ ~ 1&1 lD a 18 :s CD EO ~! ~ oS ~ ~~ f..e j,ALi€ ...c::rt; 1;'13!2;8 :3911d H31~d 'leI eegG6l6tv6 Zt:69 ~ggl!T~/~0 07/15/2004 10:26 FAX 3g~L3~~~5Zg7 oorL~/LUU~ U~.~L 1.'.L. MJi<JtR COIISTRUCroRS. II<<:. BENDER &w~sp~q{~XES .., MAlUNERS . , .~OOL. _ . ** JOB COST ~ BILLING DETAIL ** For' Codes: 03g05 tCl 03906 For Oat~s: 00/00/00 to g9J99/99 .JOB: 6316' - Old lIirlner's Hospftal Rent:)v, Page 1 05/20/04 REF Jj JR t\A.TE DESCRIPTION OOCUHfNT *'" ~SE g1JDGET ;t,\ conE: 03905 Concrete Restoration 352'0002 All 09/03103 Invl 353207 FOl'e$t Ttk lumber Inc. 35~"OD03 AP 09/03/03 &nlf# ~53233 Forest rek l.lmlher rllc. 352.0010 AP 09/l7lOJ Inri 8eB31 JaM Seaffalds Of Florida 15Z-0012 AP 09/ZS/03 IhVt 105245 Key Vest lIe1d1ng & 394-0018 AP 10/21/03 lnv# 3S934l Forest Tell. Lumber IRe. 394-0015 AP'lOl2U03 Invl3594al Forest Tek ll.mlber Inc. J94-00l6 A? lO/2Z1m InVf 359376 Forest Tek llllber Inc. 394-0017 AP l0/22t03 InY# '.359425 Farest Tek lumber Inc. 401-0053 Afll0'Z3/0J [nff 48S63B-ot) Allfed Fastener & 1'001 413-IJOOS AP 10/25/03 Cnvi 13-3-Z878 Labor ~1~erll of M1illlT1 457-0005 A' 11/13/03' InVl 87412 JIM Scaffolds Of Flor1oiZ l57-0006 AP llJ13/0S IriY'l !lT413. J&H Seeffo1Wi 01 F1DI'1dl ;aI-DOll AP 12102103 InvI 87692 JlH Scaffolds Of 'Florlda i65-0014 A? 12105/0J"Inv,", 6U349 Four Star 'Rentals rnc ;51-0002 AP Il/llIOJ rnvl 8774e J&ft Scaffolds Of Florido 67-0003 AP 12111'03 Inwof 87143 J&H ScaffDlds Of F1Dr1cfa 10-0092 A~ lZ131J03 Inv# 87958 J&" Scaffold$ Of Flor1d~ 711-flUiD AP lU311113 InvI 87957 J&M Scaffolds Of F'lol"id!l 91-0014 AP 01101104 I~ 517605 Foul' Stal' Rerttob Tnt: 27-0005 AP OllOS.1D4 'I,,," al0~605 ASAP Rellul Equ1pt1lnt & J3-0IJ(J9 AP 01121104 Invlllll141 J&H Stllffolds Of Florjda 5-00311 AP 01123/04 InvH 370236 Forest rIll LlIIber lrr:. U-0029 AP 01'31104 tnvl8a275 JaM $Cllffolds Of F1or1d~ '1-0030 AP DlI31/D4 l"vI 88273 JAM Sciffo!ds Of Florida '1-0031 A~ QlJ31/D4 II1\'I seD" JIH Scaffolds nf Flortdll 5-00:33 AP 02102/04 Irwf 371520 FO"est Tek L_r Int. 5.0034 AP 02102104 In'" 371521 Forest Telc LUlllber Inc. 5-003~ AP OVD3/04 11111# 3116a7 Forest Tell ltftber [nc. 5.0052 AP D2f05f04 In'" 503058.00 Allied FilStenEr , Tool ?-l:IOOl PS t.12n31LM 20.50 hr + 3ti% Surd Robert A, Alex~nder :-OOll PS 02f13fll4 16.00 hI" + 361 au~ Constlnt11lO D'1az ~.OCOl PS 02/13/04 &.5n IIr + 3ta Burd Jose Ol.lga11 '-0001 PS 02113/04 19.50 hr + 3er Burd Alehandr1no Dhz :-0004 PS 02113/04 P~yroll- Expense -0062 AP OU19/04 lnvl 2S4S5' I!ea:or.s Steel -0015 AP OU24/ru 11'1\'1 374378 Fore!t Te~ LiJIlIber [ne. '0024- AP 02/24104 I"~ &2i202 Four Star Rentals 'Inc -0001 P$ OZ/27/04 21_~hr + 351 Surd Conatantino Dfez -flOm PS 02/'0 /O~ 38.00 hr + 36Z Bur~ JeSl! Dllgal! -0001 PS 02/27/04 ZB.OC hr + .36: 801''d Alehlll'ldrina Dtaz 'OC29 AP 02/2.7104 Inv# as&2a .J&M Scaffold! Of FlorIdll 0029 AP 02/21/04 Invf 83620 J&M Scaffolds Of Florida 0063 AP 02127 JU4 I"vf mC4 Becleer':! Stet11 OOZD -"P 03/011114 I"", 315055 FCfliSt Tek l.UJllbe:r I nc. DOlO AP 03'02104 Inv:ff 375Z7B Forest Tek LtmOer, Inc. 00.11 AP 03!ClU()4 rnvD 37S34D Forest Tel: L~er Inc, fAt:;~. 21.115 E4.71 26_56 796.87 655.18 3Z6.40 153.00 3~2.44 803.03 9.99 428.40 ellS. CO 530.40 l4BO .27 S8.07 78.92 43.54 17-48.98 116.I0 1S3.00 IJ.96 ~ c-r= s- 07/15/2004 10:26 FAX 39&..~P~J~J~7 t;.I....Jl ~..L' L.t.JU"'I' "-'-J. ~4 !J.c ' J'ORTtR COIi5TRUCTORS. 1 NC . BENDER &_~~SQ~/~~ES ** JOB COST & 8ILLING DETAIL *~ For Codl!~ ~ 03909 to 03905 For Dates: OG/GO/OO to gg/99/99 .... MARINERS ..@OOii.. _. Pa9G ~ a,;/20iQ4 JoB: om - Old Ii!.r1ner's flospit~l Renov. -- 1lTt(; lOr- flIlLnIGS REf I JR um OOCllflENT DESCRl PT1 ON l.A80~ MUE'RJAl SUBCON EQUIP !z;b _~ 7.98-0014 AP 03/OZ/M fnvl 6~23D9 FQur St.r'Rent81s Inc 129.00 I 79B '()012 AP 03/03/04 IrwI 315363 Fore:;t Tek Ltlmber lflc. 22Ue , 151-DOOl PS 03/05104 9.00 hr + 36; Surd Constantfna Diaz 183.60 757-0001 PS 03/D5/04 15.00 hr + 361 Surd Jose Du~ITl 306.00 757.0001 PS 03105/04 9.00 hr + 36J 8lird Aleha"dr1no Dial 159.12 813-0017 AP 03/OB/04 l"vI Oroso.-316 MOnte's "aintenance 1140.00 828-0016 ^P 03r09/04 tm1378Z'J7 For~t Tek luRber Inc. 0.97 780-oo0J PS D3/12104 27.00 h r + 36J Bura Jose Duga 1) 550.80 7ao-COOl ?S 03112/04 zo.ao hr oJ. 36~ Surd Alellandrino Diaz "~.04 806 -0001 PS 03119/04- 5.00 hr + '36: Hurd Jose !lIlgill1 1U2.00 87HI067 AI> 03/21104 In'll 03i104-oe HOllIE Depot. 'Ine 143.43 8Z]-OOe)! AR 03'23104 Jnvf Dra., ,11 Monroe County Sollrd of 155+1.00 91N1005 AP 04/14/04 Inll' 6227~ Foor Sur Rental s Jnc 123.63 908-0001 PS M/23JQ4 14.00 ttr + 361 Burd Jo.s.,DutIlH 285.60 SOB-OOOl PS 04123104 14.00 hr + ~61 Surd Alrhandr1na /liaG 2.4i.5Z 932'0001 PS 04/30~ 4.QO br + 3tiJ HUrd Alehendr1no Diu 70.72 973-0001 PS 05114/04 13.00 hr + ass Surd Jose Dugan 265.20 ~3-DOtll PS OS/14m4 21.00 hr + 36% Burd Ale~ndrinD Dia7 371. 28 :DD~ 03905 TOTAlS: LABOR HlJIJRS: JOB.50 COST TOT^LS~ 17051.90 6308.70 &483.42 660.50 lS75.'~ 2023.&5 15!i44.0C r0S17- 4 . Atlantic Engineering Services It019 Woodcock Driv~. Suite 201 Jacksonvill~1 f'L 32207 Phon€: 90It.H3.It633 f'ax. 90It.398.5900 €:-mail: iax@a~spi.com MONROE COUNlY CONSTRUCTlON MANAGEMENT FEB 1 2 2DD4 DIAE: RfCBV!J ~ ~ December 9, 2003 Mr. Bert L. Bender AIA Bender & Associates, Architects 410 Angela Street Key West, Florida 33040 Re: Dear Bert: Old Mariner's Hospital Project: #301-036 3010:J6_00.L TR_CaLwlkl Rcsponsc.wpI In response to the November 24, 2003 letter from Monroe County (see Enclosure), Atlantic Engineering Services of Jacksonville, Inc. (ABS) submits the following: ITEM#l: ) The existing L4x4 bearing seat for the precast roof planks is an existing bearing seat angle that appears to have been installed as a retrofit during construction of the hospital and its additions. The angle was poorly installed and the existing 3/8" diameter anchor bolts were severely undersized. Sketch Sk-l (see enclosed Field Report) was provided to repair this existing unsafe condition. The angle with the double 5/8" diameter bolts is intended to replace the existing 3/8" diameter bolts. The county has commented that the top leg of the angle, in some cases, is shifted I" to 2" above the top of the wall and in other cases is rotated. The detail in Sketch Sk-l provided by ABS was designed to accommodate the location of the L4x4 whether it is flush with the top ofthe wall or 2" above it. In concern with any angle that has rotated, as we discussed with the contractor at the site, the angle would be required to be reset flush against the wall. The method for resetting the angle is means and methods of construction left up to the contractor. In the interest of satisfying the comments made by the cOlmty, AES will revise Sketch Sk-I to show the potential differential between the top of the angle and wall. AES will also note on the sketch for the contractor to reset any twisted angles and to provide temporary shoring to relieve the load off the angle. The county has also commented that the planks are not flush against the face of the wall and are actually I" from the face ofthe wall. This situation actually varies depending on the location. In some cases the plank partially bears on the wall or is tight against the wall and in some cases it is I" away from the face of the wall. AES has revised its calculations to account for the I" additional eccentricity and has revised the spacing of the reinforcement angle to 2'-0" o.c. The calculations completely ignore the capacity of the existing 3/8" diameter bolt. Due to its small edge distance there is no published data that provides any capacity for these existing bolts. Pittsburgh a Jacksonville · Erie · Washington DC 'c.' ., . Atlantic Engineering Services To: Mr. Bert L Bender AlA ProjectH 303-051 Date: December. 9. 2003 Page: 2 ITEM #2: ITEM #3: ITEM #4: ~ ITEM #5: The county has commented that the new structural lightweight concrete will add considerable weight to the system. The concrete noted in the sketch is new lightweight insulating concrete and is intended only to replace the existing lightweight insulating concrete that was removed during demolition and we accounted for its weight in our calculations. We do not intend to add any additional lightweight insulating concrete where it has not been removed. The lightweight insulating concrete needs to be re- installed where it has been removed because in several areas it anchors the wall dowels to the roofplanks. The channel reinforcing is required in all areas in all openings over 4'-0" that were installed after the original construction of the building. In the original construction, the tie beam was deepened to span openings, but over a typical solid wall it is only 12" deep and does not appear to have any shear reinforcing. The 8x12" beam does not have the capacity to support the plank over a 4'-0" opening. The county has asked what are the intended repairs for damaged concrete at the L4x4 in the tie beam. Unless the spalling occurs at the new connections, the damage has no impact on the structural capacity of the L4x4. In areas where there is spalled concrete at the new connection, it is recommended that the L3x3 reinforcement be slid a minimum 6" away from the spalled area. Fill the spalled area with 3000 psi repair mortar to prevent corrosion of the existing steel reinforcement. The county has requested the calculations for the above repairs. Attached are our signed and sealed calculations. Please call should you have any questions concerning the above. Very truly yours, ATLANTIC ENGINEERING SERVICES OF JACKSONVILLE, INC. FLORIDA CERTIFICATE OF AUrnORIZATION #791 ~:J {(o~ Jude T. Kostage, P. E. . Project En 'neer JTK/MJK/lab Enclosures Pittsburgh · Jacksonville · Erie · Washington DC . ~ -) 1~j03/2003 15: 23 FAX 305 296 2727 , ~.I' ~~c~03-20D3 !3:11 BENDER & ASSOCIATES +3D52954321 P.DDI/OOS @OOl F-130 FrcllI"'WNROE CL ( ENl(INERINli OUNTyo!MONROE J<l:YWlfST .::J ~ORIDA~ (3051294-4541 Engineering Department 1100 Simonton Street Key West. FL 33040 December 3, 2003 Mr. Ben Bender Bender" Associates, An:hitectst P.A. 410 Angela Street Key West, FL 33040 RE: Old Mariner's Hospital Structural lssues \ Dear Mr. Bender; T-233 r~---- BOARD OF COUNTYCOMl !!TSSIONERS Mayor Murray E. Nelson, District i MIl;ycr Pro Tc:m David P _ Rice, Dil 'tic:t 4 Di",je M. Spehar, .Distric[ 1 George Neugent, Disfrict 2 Clml'1c$ "Sonny" McCoy, District: Post-it. Fax Note 7671 Attached please find our commentS regarrling the above-referenced issue. We are eager to proceed but would like you lO review our commentS with your stnJcturaI engineer. lfyou can provide a respollSc that allays our feats we should be able to autbori2e the work immediately. j)YJc- David S. Koppel. P.E. Count)' En~eer DSKlJl SnucturalIssucsOIdMarinersBender.DOC Cc: Dent Pierce . ~ ) 1~/03/2003 15:24 FAX 305 296 2727 ae~-Q3~20a3 13:11 From-MONROE! ry ENGINERING BENDER & ASSOCIATES +305Z9543Z1 T-Z33 P. DDZ/DOI; I4J 002 F-130 _II' MEMORANDUM DATE: November 24, 2003 TO; David S. Koppel. P .E. County Engineer FROM: Berry B.lill:ard, P.E. Desi~ Engineer RE: Old Mariner's Hospital " After revi~ the Site VISit Report and attached sketches :S:om Atlantic Engineering Service, inI :Juding the revi$c:d Sheet No.1, I offer the following CODl:eIIlS and comments. The sketch SK-l indicatcs that the 4x4 angle is tight against and .flush with the top of the' ,'.all.. The report does state that in some locations tbe angle is above the wall by one to two inc:hes. I found t:f.s to be tIUCI at most of the locations. As I have mentioned in the previous memorandwJ1. if the angle is sit :iDg above the wall in the amounts mentioned and the boltholes are in. approximately the center of the 4x4 an. :Ics. tb.c:re is -mlniTmll edge distance from the top of the tie beamlwall (see attached Sheet #01). The bolts in.. :J:ility to carry the load is evident in the fact that the angle is not tight against the wall in most locations. In I:f1anY locaticms tne 4<<4 angle has rotated and pulled away.from the wall. In some cases, the angle is con Ip!ete1y away from the wall one-half of an inch or Mo.re (see attached Sheet #02), and in. other locations the. angle .has rotated ,such that the bottom i.8 tight against the wall and the top has pulled away. I do not know hi: ,tv the existing 3/8" anchors wilt be able to pull the 4x4 angle up tight against the wall and hold it in placll_ At one location, the 3/8" wall anchors have completely sheared off and there is no mention of replacem.cu::. The sketch showing the 3x3x3/8 angle neatly up against the wall and tucked tight against the 4x4 81'lglc tbat is also shown perfectly in place, may prove difficult to construct if the existing 4);,4 angles are not see 'l:lI'ed flush with the wall. When I was on site, there was talk of placing additional anchors in between th:: existing 3/8" bolts, are these still planned? In addition, the plank resting on the 4x4 angles shown in the slo :tch is inconect for most locattons. In actuality. the plank is not flush with the face of wall. The plank s.l1:l away from the wall approxi~teLy one inch (see flItached Sheet #03). That additional eccentricity would r;ause a reasonable increase in the bolt tension that should be accounted for. Tbe sketch also indicates anew lightweight insulating topping over the pre-cast plank in question. What 1 saw on site was that son: l~ areas . ~ ... 1~/03/2003 15:25 FAX 305 296 2727 O~c~D3-2DD3 13:12 From-MONROE r ~y ENGINERING P.OD3/nD i lllI 003 F-13D BENDER & ASSOCIATES +3052954321 T-233 OLD MA.IUNER"S BOSPI'l'AL PAGI~ TWO where the plank had been added, during previous building additions, bad a structural lightweight. i:ipping that is to my knowledge remaining in place. This is a considerable amount of additional weight c :I;,npared to the propDsed insulating cQncrete that should also b~ taken into account. Additionally, the majotit j' of locations where the angles occur have spliced angles. I do not see that the sketch specifically add .t:sses these conditions. The genezal note says that the vertical 3x3 angles shall be placed in between the ~isting bolts. In other words there are areas where additional vertical suppotts would be required due to .I,e: varied length of the 4x4 spliced angles. Since there is no specific location li5ted for the channel section, r assume it 81$0 ~.m be placed in locations that have existiI1~ 4",4 angles in place. Since this would have to b~ p1aecd on t :It' opPDsite side of the bori2oullll and. vertical angles, there should be caution taken. to insure bolts OD both sides "' are able to rkintain proper spacing requirem.ents_ On my initial visit I noticecl that at several locations the concrete tic beams. in the area of. be angles. bad been. damaged and the steel exposed. What are the plans for repairing these areas? In additioJ:., as I stated before I recommend that all c:alc:uL"l.tions pertaining to the angles, tie beams, and roof planks be provided to the County for review. ~ 1f~f Berry ~dllr., P.E. Anachment$ cc; Dent Pierce -) .:.-.... -.~; .!.>....J ....'"l :.::,4 Xii ;;~ . Atlantic Engineering Services 4019 Woodcock Drive, Suite 20 J Jacksonville. FL 32207 Phone: 904.743.4633 Fax: 904.398.5900 E-mail: jax@aespj.com November 13,2003 SITE VISIT REPORT NO.: PROJECT NAME: DATE OF SITE VISIT: TIME: PRESENT AT SITE: 01 Old Mariner's Hospital November 4, 2003 2:00 P.M. Jude Kostage Atlantic Engineering Services of Jacksonville, Inc. Burt Bender, Bender & Associates Architects Kevin Groner, D.L. Porter Constructors, Inc. Carl Cormier, Monroe County PROJECT: #301-036 The purpose of our visit to the site of the above referenced project was to observe the progress of construction to date and to review the e)(isting shelf angle and new wall openings. The following items were observed" andlor discussed at the site: 1. TIle existing L4x4xl/2 shelf angle is bolted to the wall with an existing 3/8" diameter bolts at 3'-0" on center. The top leg of the shelf angle is also shifted 1" to 2" above the top of the wall in. some locations. The attached sketch SK-I provides the recommended reinforcing for the L4x4 connection to the wall. There are new and existing openings in the load bearing masonry walls underneath the existing 8x12" concrete tie beams, All openings over 4'-0" at the 8xI2" concrete tie beam where the masonry wall has been removed at load bearing walls rt'i.,quire reinforcing per the attached sketch SK-2. There is an existing 8x8 masonry column supporting an area of the roof. This column does not meet current code requirements for masonry columns. Remove this column and replace it with a steel column per the attached Sketch SK-3. 2. ., 3. Please call if there are any questions regarding this con'espondence. JTK/Mfl0lab ) Attachments Distribution: Mr. Bert Bender, R. A., Bender & Associates Architects, Inc. Pittsburgh ~ Jacksonville a Erie "Washington DC JOIO:J6_00'"SVIf_Ot.\IVPCf . ~ ~ EXIST. HOLLOW CORE PLANK EXIST. GROUT r--NEW LT. WT. / INSULATING CONC. i'. ,', -' -Y' '. -, '*- " '. . r. , ',' ,'. "1 :-,~'~,:=:~'~'~ ='~']'~~ C-'-=-='="=-='='="~;' . I: 1 . I I. -I --------,],1. -------__ -----l--:..:~ ---~,ST. L4X4X1/2 BOLTED NI I TO WALL WITH 3/S"11l BOLTS I AT 3'-0" O.C. ~ H h bi--id U--U ~ ~ d tJ bl--Jd U--U ~ ~ H h EXIST. S"X12" CONC. R==~J- TIE BEAM ~ ~ H h ~= =l~ EXIST. CMU WAll o 0 ~ L3X3X3/aCUT LEG AT L4X4 TO FIT TIGHT AGAINST TIE BEAM. BOLT TO WALL WITH 5" MIN. EMBED. CENTER BETWEEN EXIST. A.B. 'S. TYPICAL SHELF ANGLE REINF. DETAIL SCALE: i" = 1'-0" WORK W!SHEEf REVISION NO. D Atlantic Engineering Services 4019 \Voodcock Drive. Suite 2D1 Jocksonville .. Florida 32207 Phone: 904.743.4633 Fox: 904.398.5900 Emoil: jox@oespj.com PROJECT TITlE OLD MARINER'S HOSPITAL RENOVATIONS DATE 11/14/0: PROJECT NO. 301-036 SHEET NO, SK-1 . ~ f EXIST. HVL-LOW CORE PLANK P:::::::1I::=_:::1 ~------I ------~ I I I I L__ SECTION C10X15.3 SCALE: ~" = 1'-0" 2" 6" 4" .. 1'-0 5/8"(1} HILTI HY150 ADH ESIVE ANCHORS WITH MIN. 5" EMBED lYP. (!) TYPICAL CONC. EXIST. 8"X12" TIE BEAM REINF. DET ~I. EXIST. CONC. TI E BEAM 4' -0" TO 9'-0" OPENING SCALE: ~ " = l' -0" -) AtlantIc Engineering Services 4019 Woodcock Drive. Suite 201 Jocksonville . Florida 32207 Phone: 904,743.4633 Fox: 904,.398.5900 Emoil: jox@oespj.com REVISION NO. DATE D. 11 /1 4/0: PROJECT NO. 301-036 WORK W/SHEET PROJECT TITLE OLD MARINER'S HOSPITAL RENOVATIONS SHEET NO. SK-2 . EXIST. HOLLm, --~----r~~T------- I I... EXIST. 8"X12" CONC. I I TIE BEAM I I I I 1":f: NON-SHRINK GROUT 3/4"X8"XO'-8" CAP PLATE BOLTED TO EXIST. CONC. TIE BEAM WITH 2-3/4"{lS H/lTI HY150 ADHESIVE ANCHORS WITH 6 5/8" MIN. EMBED., TS3X3X5/16 COL. t--~--- 3/4"X8"XO'-8" BEARING PLATE BOLTED TO CONC. SLAB WITH 4-1/2"{lS HllTI HY150 ADHESIVE ANCHORS WITH 4 1/4" MIN. EMBED. ~ 1 1/2" NON-SHRINK GROUT , / ')-----------( I I I I , I I I EXIST. CONC. WAll FOOTING L--_______-1 ----~=1 NEW STEEL COLUMN AT EXISTING S"XS" CMU COLU SCALE: .~" = 1'-0" NOTES: 1. PROVIDE SHORING AS REQUIRED TO SUPPORT TIE BEAM DURING DEMOLITION OF EXISTING MASONRY COLUMN AND INSTALLATION OF NEW TS3X3. WORK W!SHEEr REVISION NO. 6 DATE 11 /14/0~ PROJECT NO. 301-036 SHEET NO. ._J Atlantic EngineerIng Services 4019 Woodcock Orive' Suile 201 Jocksonville . Florido 32207 Phone: 904.743.4633 Fa>: 904.398,5900 Emoil: jax@oespj,cam PROJECT TITlE OLD MARINER'S HOSPITAL RENOVATIONS SK-3 Atlantic Engineering Services 40 J 9 Woodcock Drive . Suite 201 Jacksonville' Florida 32207 Phone: 904..743,4633 Fax: 904.398.5900 Email: jax~aespj.com FACSIMilE DATE November 14, 2003 TO Mr. Beli Bender, R. A. Bender & Associates, Architects Key West, Florida FAX #305-296-272: FROM Jude T. Kostage, P. E. j .kostage@aespj.com PROJE(:T Mariner's Hospital PROJECT #301-03( PAGES SENT (not including cover sheet)-L " , ITEMS TRANSMITTED o Proposal 0 Letter o Report ~ Site Visit Report o Marketing Materials o Specifications o Sketches o Shop Drawings o Copies o ~MMENTS The original document will follow this facsimile transmission via U. S. Mail. -) Pittsburgh' Jacksonville. Erie. Washington DC "I' . L3X3X3/8 AT 2"-0" O.C. CUT LEG AT L4X4 TO AT TIGHT AGAINST TIE BEAM. BOLT TO WALL WITH 5/8"~ HILT! HY150 ADHESIVE ANCHORS WITH 5" MIN. EMBED. EXIST. HOLLOW CORE PLANK EXIST. GROUT NEW OR EXISTING LT. WT. INSULATING CONC. :-'="~"= :~ '~. ~ ::' :::f ~" 0" e.:.:=:~'.::.~"::' ~,,=:,' I: 1 ,I I. .r - - - - - - - - ====_l==r.J<~ ----8cIST. L4X4X1/2 BOLTED N ~ TO WALL WITH 3/8"1lJ BOLTS I AT 3'-0":1: O.C. NOTE 1. ~ 4 0--1 f-l I-l H h bi--g U--U J-.l I-l H h bi--g II--U i=i I-l 8--~P U--I J-.l I-l H h ~= =f:j EXIST. o 0 ~ EXIST. 8")(12" CONC. TIE BEAM ~ CMU WALL ' TYPICAL SHELF ANGLE REINF. DETAIL SCALE: i" = 1'-0" NOTES: 1. CONTRACTOR TO SET ALL ROTATED ANGLES FLUSH AGAINST THE FACE OF THE MASONRY WALL. PROVIDE SHORING AS REQUIRED TO SUPPORT THE EXISTING PLANK. WORK W!SHEET REVISION NO. D AtlantIc Englneerfng Services 4019 Woodcock Drive. Suite 201 Jacksonville. Florido 32207 Phone: 904.743.4633 Fox: 904,398,5900 Email: jox@oespj.com PROJECT TITLE OLD MARINER'S HOSPITAL RENOVATIONS DATE 11/14/0~ PROJECT NO. 301-036 SHEET NO. SK-1 > ~ . EXIST. hVLLOW CORE PLANK ------, ------ I I f C10X15.3 I L__ SECT/'ON SCALE: in = 1'-0" , 5/a"llS HILTJ HY150 ADHESIVE ANCHORS WITH MIN. 5" EMBED lYP. 2" 6" 4" · " 1 -0 EXIST. CONC. TIE BEAM 4' -0" TO 9'-0" OPENING ~ ~:c= . = t tOf : ,--- . . N-L--- TYPICAL CONe. EXIST. 8"X12" TIE BEAM REINF. DET, SCALE: . in =' l' -0" WORK W/SHEET OLD MARINER'S HOSPITAL RENOVATIONS REVISION NO. DATE D 11/14/0~ PROJECT NO. 301-036 ) ~.i Atlantlc Englneertng ServIces 4019 Woodcock Drive. Suite 201 Jacksonville. Florida 32207 Phone: 904.743,4633 Fox: 904.398,5900 Em oil: jox@oespj,com PROJECT TITLE SHEET NO. SK-2 ... . EXIST. HOLLO'A CORE PLANK -------r~ .------- I 1- EX/ST. 8"X12" CONC. I I TIE BEAM I , I I 1":I: NON-SHRINK GROUT 3/4"X8"X0' -8" CN' PLATE BOLTED TO EX/ST. CONe. TIE BEAM WITH 2-3/4"l/S HILTI HY150 ADHESIVE ANCHORS W/TH 6 5/8" MIN. EMBED. TS3X3X5/16 COL. t--~--- 3/4"X8"XO'-8" BEARING PLATE BOLTED TO CONC. SlAB WITH 4-1/2"l/S HILT! HY150 ADHESIVE ANCHORS WITH 4 1/4" MIN. EMBED. , / ')-----------( I I I I I I EX'ST I ,. I . L--_______..J CONC. WALL FOOTING ~ 1 1/2" NON-SHRINK GROUT ....... -~-:~1 NEW STEEL COLUMN AT EXISTING 8"X8" eMU COLU SCALE:' i" = 1 '-0" NOTES: 1. PROVIDE SHORING AS REQUIRED TO SUPPORT TIE BEAM DURING DEMOLITION OF EXISTING MASONRY COLUMN AND INSTALLATION OF NEW TS3X3. WORK W/SHEET REVISION NO. D DATE 11/14/0: PROJECT NO. 301-036 SHEET NO. AtlantIc Englneerfng Services 4019 Woodcock Drive. Suite 201 Jocksonville . Florida 32207 Phone: 904,743.4633 Fox: 904.398,5900 [moil: jox@oespj.com PROJECT TITlE OLD MARINER'S HOSPITAL RENOVATIONS SK-3 "! ". . Atlantic EngH1eerin!i} Service,s 40J 9 Woodcock Drive ill Suite 20J JacksonVille · Florida 32207 Phone: 904.743.4633 Fax: 904.398.5900 Emait jax@aespj.com CALCULATIONS of MARINER'S HOSPITAL KEY WEST, FLORIDA Prepared for BENDER & ASSOCIATES ARCHITECTS~ INC. 410 ANGELA STREET KEY WEST, FLORIDA 33040 Prepared by ATLANTIC ENGINEERING SERVICES OF JACKSONVILLE, INC. 4019 WOODCOCK DRIVE, SUITE 201 JACKSONVILLE, FLORIDA 32207-2711 (904) 743-4633 Atlantic Engineering Services of Jacksonville, Inc. Project No. 301-036 November 11, 2003 Pittsburgh · Jacksonville. Erie. Washington DC . Atfantic Engineering Services 40 J 9 Woodcock Drive . Suite 20 I Jacksonville. Florida 32207 JOB . &'1' - 3 '=' SHEET NO. I CALCULATED BY .srt ~ M4-a (i'\,e"'s~~p', ~ - OF CHECKED BY SCALE DATE U//7, . DATE ~ ["AGO 1> L-_ R= ~ ,.:.. 8 + L,... ...Ji" ~~ ""---:/ c....O\.C .. fl1e p ...r eel c,..:Uj P1 ;~ ~ S" H,C. L,L 'aJ~F - JIf5'~ 5';'9 p. ~/~; r, 3 rs,: 85?:?r . Atlantic Engineering Services 4019 Woodcock Drive. Suite 201 Jacksonville . Florida 32207 JOB ~ I -6 -. t' SHEET NO, -z, CALCULATED BY ->T1L M A~t.vY:?~.s lIosr I ()P CHECKED BY SCALE 'Dl.- 7 35~F' L-t.v CJ.O~ . Dr=. .grJrJ S~hE.L F P~l.e.. ~~(,vp 1)~ -:: 85" P'vF LL.:: ZO(7'7P L-tVJlJ y. Z \ 36(j-r { ~~i2) Wp~ ~~ pr 8~)< ~-:::: / 'f9Y tr/Cr z. 20~ )to ~-F-T' = 3SJ iF /r::r- z, UJ~~ ~ uJr-:; 1838 il-Irr ~~ "5fJt<..'~cy @, a~o~qc. p::: //3.38 X 3 ~r = g5'/4#- =="6', -S ~ 11Z--~":::-i (I ~ . 1/ " . 2- ...] Ib r, ~I (",.1' ( frO / SO P. r:id1S,v Co- PIVc..""e~ I>r 'J' -3 -'l!) O..C, wi S' M,w G..,,9 e.ef It= CQv111c)u;.~ VCt II ~ 30Z-~ )l,o c:.r X Z. -;;- (p:;,50 tJ. U2o<- VeiL(:;:- 075'3 tt=/~L"'-X- 'ZX tI, 1- -= ~~ LCoA. {;J€.L'D y(;.(~ w,eL.p€.c:'I.. F4.(2 e.. C), to 341 ;< t/ X L/ X 'Z. 0::= do ~ '7 5: ~.f!- C 6NT... J, ~ ............. A. tlantic Engineering Services .... .... 4019 Woodcock Drive. Suite 201 . . . Jacksonville · Florida 32207 1 .' JOB ~ I ~ J 3 Y' SHEET NO. ~ CALCULATED BY -::s7'7L, - OF /J 1,- I DATE . CHECKED BY DATE SCALE wI e: z; lY~' , @.. '3~~" CJ., p;: ')51 t.{ T';:: S-Ol I. 5' )C 9:1 J tI == 7...~ c:z -::r ~~ /0; s";;: 50 1 n,t\:: --r -= ., (5re ,vy::r ~ ~()u.... ~(,,"T' '-<J + /55'J '-1\ ~ L" os-gJ G~ "'~/~ '2 -:r~\ 3 J (!),o 59 of- 0.&5 J- -0 . ~ Z. <: I, 0 o/c- ~- ~ 'fY:~ DII"~d1?~...v f {1"brVfZc>'i.- Co. fJ'DP III TZJ ~ l! c... ~ ~ 2~1.:v rY1 ~ ? , -S x. ~5"t L/ . ~tO Cov-t ". j; . ~ -) Atlantic Engineering Services 40 J 9 Woodcock Drive. Suite 20 J JackSonville. Florida 32207 JOB 30 l- t.. ...3~ SHEET NO. tl CALCULATED BY ~l:. - OF DATE ~;t. DATE CHECKED BY SCALE {<f." ~'5 L ~ UC?t;. Ece ~ Z, .Yz.. II I v L ,. e u. c4> \ ~ z.. Ie - D-9IJN She/.. F I9NJI..i- 'Pa,,,,p 'D- -: B'SpG F bL. ;:; "Z,,~f - W s:> :: 8 51'S ~ ;.. ~ +T"::: )'f 9~ .:J;t- ~~ z lua..ot.:' '2.D~ ~ ~Fr -::: ~ s1> :JI=./p;- ~ lJJ.r': J 8 ~s IS/ r'f" ~1}~Pti9= 1~ " ~h" '\ ~ it I ll.y 5.fAt.;^:j ..J.' U r AMC.~.s. @, .3'-o"~c.. ~-= J!Y38]C. ~~ = 55ft! It s~ ~ ~. g '3 .3/~.3 At-l c.~ C.APA-c- l..,...i Q.,s ~ A-"~ ~eL- V!>r-J:: : :?O'2-~1i" ~ (o""-r~()L~ 13cU.~ t:c-c..) (9"c.~...~ E t)B~ -r ~ 'z; r~ 2.2- .~)( o. ~1' ~ o. ,:}"1- 9;uCX'" -f)l ~ '3 ?tiS' ,.., It; J = - IJ:co '-'" , ",3 (,4"^'S(.....~ t oc..t. . Co fJ-r"~ ..., = "";J. 1 if ~ tt < Sl:;;J I (p. to ($; < z t.l " ~c.. .) f:?rM.,~) V~ ~ -5? sslt:;< t).1-Cf ~ Ip DI$U"c..T.~ ut~!) E C''' &: L \) :: lf~ 'f ~ ~ . ~ JOB ..3c:l t _. j:3 {e:1 SHEET NO. r o :7TlL.. DATE J z./. - OF Atlantic Engineering Services 4019 Woodcock Drive. Suite 201 Jacksonville · Florida 32207 CALCULATED BY CHECKED BY DATE SCALE 1.::.\ ""\ "- ~ -c c::;J cC. C).c.... p ~ 1 B ~ 8 ~ 2 . 5':: Lf~ sd- tIl f~c :;. l(5'1St: Z.S-= \ J VfJf1,AJlI ~ -::: l V-I ~b' I. -= Z c eC} l\: .s:6 ') /-7- ~~"l \ $'.5 + /1s<i'5'"\~ L77tf~) C va~.J (!) I ~'5S +- 0, h:3i. =- I, '2G1 9- @ :l~t1~~~_ ) ? -:;. I ~ $8 y: l. · 0 -==- 3" r ~ '^1feo -::: 30 ~~ )< 2r5 z: 7/9CJ J IU:I- ,-:: 9/90/s; OS';; /ft>?-( (jl ~ -+! \ ~5 + (3tOi ~__ \ 57,5 .... 2~J) L{Q~-S-u.~ (!), if 3h of- CJ, f7' Or :1:;::; < t. cJ , : ~ .,~ I. \ I ~ 4.2.2 Anchoring Systel HIT HY 150/HIT-IGE Injection Adhesive Anch . HIT HY 150/HIT-ICE Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Goncrete1.: ) HIT HY-150/HIT-ICE Allowable Bond/Concrete Capacity HIT HY-1501HIT-ICE Ultimate Bond/Concrete Capacity Tensile Shear Tensile Shear Anchor Embedment fc = 2000 psi fc = 4000 psi fc = 2000 psi fc = 4000 psi fc = 2000 psi fc = 4000 psi fc = 2000 psi fc = 4000 p: Diameter Depth (13,8 MPa) (27.6 MPa) (13.8 MPa) (27.6 MPa) (13,8 MPa) (27.6 MPa) (13.8 MPa) (27.6 MPa) in (mm) in (mm) Ib (kN) Ib (kN) fb (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN)' 13/4 720 1265 1390 1965 2710 4750 4175 5900 (44) (3.2) (5.6) (6.2) (8.7) (12.1) (21.1) (18.6) (26.2) 3/8 31Jz 1895 2705 2230 3155 7120 10160 6695 9465 (9.5) (89) (8.4) (12.0) (9,9) (14.0) (31.7) (45.2) (29.8) (42,1 ) 51/. 2635 2800 4445 6285 9880 10510 13340 18860 (133) (11.7) (12.5) (19.8) (28.0) (44,0) (46.8) (59.3) (83.9) 2'/a 1220 1575 1980 2800 4580 5910 5940 8400 (54) (5.4) (7.0) (8.8) (12.5) (20.4) (26,3) (26.4) (37.4) 1/2 4'/. 2725 3935 3385 4785 10220 14760 10150 14355 (12.7) (108) (12,1) (17.5) .. (15.1) (21.3) (44.5) (65.7) (45.2) (63.9) 63/a 4300 5295 6740 9535 16140 19860 20225 28605 (162) (19.1) (23.6) (30.0) (42.4) (71.8) (88.3) (90.0) (127.2) 2'/2 1620 1985 2460 3480 6090 7460 7380 10440 (64) (7.2) (8.8) (10.9) (15.5) (27.1) (33.2) (32.8) (46.4) 5/8 5 4395 5250 4770 6745 16480 19690 14310 20235 (15.9) (127) (19.6) (23.4) (21.2) (30.0) (73.3) (87.6) (63.7) (90.0) 7'/2 6025 8225 9505 13440 22595 30850 28510 40315 (191) (26.8) (36.6) (42.3) (59.8) (100.5) (137.2) (126.8) (179.3) 33/a 2365 3925 5430 7680 8870 14720 16295 23040 (86) (10.5) (17.5) (24.2) (34.2) (39.5) (65.5) (72.5) (102.5) 3/4 65/a 4655 8885 8130 11500 17460 33330 24385 34485 (19,1) (168) (20.7) (39.5) (36.2) (51.1) (77.7) (148.3) (108.5) (153.4) 10 9515 12140 16370 23150 35695 45530 49105 69445 (254) (42.3) (54.0) (72.8) (103.0) (158.8) (202.5) (218.4) (308.9) , 33/. 3080 4800 6700 9475 11555 18000 20105 28430 (95) (13.7) (21.4) (29.8) (42.1) (51.4) (80,1) (89.4) (126.5) 7/8 7'/2 7845 11020 10510 14865 29430 41000 31535 44600 (22.2) (191) (34.9) (49.0) (46,8) (66.1) (130,9) (182,3) (140.3) (198.4) . 11'/. 1'3330 16645 20945 29620 49990 62425 62830 88855 (286) (59.3) (74.0) (93.2) (131.8) (222.4) (277.7) (279.5) (395.3) 4'/a 3445 4865 8260 11680 12920 . 18250 24790 35050 (105) (15.3) (21,6) (36.7) (52,0) (57.5) (81.2) (110.3) (155.9) 1 . 8'/. 8330 11635 12865 18200 31250 43640 38600 54585 (25.4) (210) (37.1) (51.8) (57.2) (80.9) (139.0) (194.1 ) (171,7) (242,8) 123/a 15540 19525 25635 36250 58280 73220 76900 108750 (314) (69,1) (86,85) (114.0) (161.3) (259.3) (325.7) (342.1 ) (483.8) 6 4645 7000 14760 20870 17430 26265 44280 62610 (152) (20,7) (31,1) (65,7) (92,8) (77.5) (116,8) (197,0) (278,5) 1 1/4 12 15490 20770 26010 36785 58085 77900 78035 110355 (31,8) (305) (68,9) (92.4) (115.7) (163,6) (258.4) (346,5) (347,1) (490,9) 15 19210 26815 38010 53755 72040 1 00560 114030 161265 (381) (85,S) (119,3) (169,1) (239.1) (320,5) (447.3) (507.3) (717.4) 1, Influence factors for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value, The lesser of the values is to be used for the design. 2. For her;:: hnom average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method, For hef < hnom average ultimate concrete shear values based on testing, - 3, All values based on holes drilled with carbide bit (see section 7.4,1) and cleaned with wire brush. . 4.2.2 Anchoring Syste HIT HY 150/HIT-ICE Injection Adhesive Ancl1 . Load Adjustment Factors for 1/2" Diameter Anchor Anchor 1/2" diameter Diameter Adjustment Spacing Edge Distance Edge Distance Shear Edge Distance Shear Factor Tension/Shear, Tension. (.L toward edgel. (1110 or away lram edgel. 'A fRN fRv.L tRW Embedment 2118 41/4 63/8 21/8 41/4 63/8 21/8 41/4 63/8 21/8 41/4 63/8 Depth. in, 1 1/16 0.70 0.60 0.25 0.60 1 1/2 0.76 0.68 0.40 0.76 2 0.83 0.78 0,58 0.95 2 1/8 0.85 0.70 0.80 0.60 0.63 0.25 1.00 0.60 2 3/4 0.94 OJ4 0.92 0.66 0.85 0.36 0.72 3 0.97 Q.76 0.96 0.68 0.93 0.40 0.76 .s 3 3/16 1.00 0.78 0.70 1.00 0.70, 0.60 1.00 0.44 0.25 0.80 0.60 <.> 4 0.83 0.74 0.78 0.65 0.58 0.35 0,95 0.70 "" <.> 4 1/4 0.85 0.75 0.80 0.67 0.63 0.38 1.00 0.73 ~ 0 4 1/2 0.87 0.76 0.82 0.68 0.67 0.40 OJ6 "" 0,90 0.79 0.87 OJl OJ6 0.46 0.83 0> 5 'C u,o' 0.85 0;52 . 0.89 :::... 5 1/2 0.94 0.81 0.92 OJ5 .2- 0> 6 0.97 0.83 0.96 0.78 0.93 0.58 0.95 <:: '<:; .. 6 3/8 1.00 0.85 1.00 0.80 l.tJO 0.63 1.00 Q. en 7 0.88 0.84 0.70 7 1/2 0.90 0.87 0.76 8 0.93 0.90 0.82 8 1/2 0.95 0.93 0.88 9 0.97 0.96 0.93 9 9/16 1.00 1.00 1.00 NOTE: Tables apply tor listed embedment depths. Reduction factors tor other embedment depths must be calculated using equations below Spacing Tension/Shear smin = 0,5 het. scr = 1.5 het fA = O.3(s/het) + 0.55 for scr>s>smin Edge Distance Tension cmin = 0.5 het, ccr = 1.5 het tRN = 0.40(c/hef) + 0040 tor ccr>c>cmin Edge Distance Shear (..L toward edge) cmin = 0.5 het, ccr = 1:5 hel fRv.L = 0.75(c/het) -0.125 tor ccr>c>cmin Edge Distance Shear (II to or away from edge) cmin = 0.5 hel' Ccr = 1.0 het tRVlI = O.8(c/hel) + 0.2 tor ccr>c>cmin Load Adiustment Factors for 5/8" and 3/4" Diameter Anchors Anchor 5/8" diameter 3/4" diameter Diameter Adjustment Spacing Edge Distance Edge Distance Shear Edge Distance Shear Spacing Edge Distance Edge Distance Shear Edge Distance Shear Factor TenslonlSl1ear. Tension, (.L toward edge). (lito or away !rom edge). TensionlSl1ea-. TensiO/l. (.L lowalll edge). (D to or away fram edgel, t_ tfIN tRY! tRII1I I_ IAN tRVl. tRVI Embedment 2112 5 7112 2112 5 7112 21/2 5 7112 21/2 5 7112 33/8 65/8 10 33/8 65/8 10 33/8 6518 10 33/8 6518 10 Depth, in. 1 1/4 0.70 0.60 0.25 0.60 111/16 0.75 0.67 0.38 0.74 0.70 0.60 0.25 0.60 2 0.79 0.72 0.48 0.84 0.73 0.64 0.32 0.67 2 1/2 0.85 0.70 0.80 0.60 0.63 0.25 1.00 0.60 0.77 0.70 0.43 0.79 3 0.91 0.73 0.88 0.64 0.78 0.33 0.68 0.82 0.76 0.54 0.91 3 5/16 0.95 0.75 0.93 0.67 0.87 0.37 0.73 0.84 0.70 0.79 0.60 0.61 0.25 0.99 0.60 3 3/8 0.96 0.75 0.94 0.67 0.89 0.38 0.74 0.85 0.70 0.80 0.60 0.63 0.26 1.00 0.61 - 3 3/4 1.00 0.78 0.70 1.00 0.70 0.60 1.00 0.44 0,25 0.80 0.60 0.88 0.72 0.84 0.63 0.71 0.30 0.65 4 0.79 0.71 0.72 0.61 0.48 0.28 0.84 0.63 0.91 0.73 0.87 0.64 0.76 0.33 0.68 4 1/2 0.82 0.73 0.76 0.64 0.55 0.33 0.92 0.68 0.95 0.75 0.93 0.67 0.88 0.38 0.74 .s 5 0.85 0,75 0,80 0.67 0,63 0.38 1.00 0.73 0.99 0.78 0.70 0.99 0.70 0.60 0.99 0.44 0.25 0.80 0.60 u 5 1/16 0.85 0.75 0.81 0,67 0.63 0.38 0.74 1.00 0.78 0.70 1.00 0.71 0,60 1.00 0.45 0.25 0.81 0.6.1 .. u <:: 5 1/2 0.88 0.77 0.84 0.69 0.70 0.43 0.79 0.80 0.72 0.73 0.62 0.50 0.29 0.86 0.64 1i! 0 6 0.91 0.79 0.88 0.72 0.78 0.48 0.84 0.82 0.73 0.76 0,64 0.55 0.33 0.92 0.68 .. 01 6 5/8 0.95 0.82 0.93 0.75 0.87 0.54 0.91 0.85 0.75 0.80 0.67 0,63 0.37 1.00 0.73 '0 UJ E 7 0.97 0.83 0.96 0,77 0.93 0.58 0.95 0.87 0.76 0.82 0.68 0.67 0..40 0,76 CI 7 1/2 1.00 0,85 1.00 0.80 1.00 0.63 1.00 0.89 0.78 0,85 0.70 0.72 0044 0.80 <:: 'u '" 8 0.87 0.83 0.68 0.91 0.79 0,88 0.72 0.78 0.48 0.84 = CJ') 8 1/2 0.89 0.85 0.73 0.93 0.81 0.91 0.74 0.84 0.51 0,88 9 0,91 0.88 0.78 0.96 0,82 0,94 0,76 0,89 0.55 0,92 9 1 5/16 0.95 0.93 0,87 1.00 0.85 1,00 0.80 1,00 0,62 1,00 10 0.95 0.93 0.88 0,85 0.80 0.63 10 1/2 0.97 0,96 0,93 0,87 0.82 0,66 11 1/4 1.00 1,00 1.00 0.89 0.85 0,72 12 0,91 0.88 0.78 I' 13 0.94 0.92 0.85 l 14 0,97 0,96 0,93 15 1.00 1.00 1.00 92 II~' 1_AOn_g7Q_AOnn I '^"MlM 11<:: hilti rnm I .....i1ti PrnM"...... T........h...;.........1 r.:..i,f... ')()n"l I i"'___...J_... nrlt'\ ...r.., A .tcn , ......... __ I~:U_~ ____ -- .,_1 (... \ ) '-- . 'iAn.choring Systems Anchor Technology r ~ ---..... 4 fl 4.1.2.7 Combined Loading In applications where the anchors are loaded with both tensile and shear forces, the Interaction under this oblique loading must be considered. Several tension-shear interaction equations have been proposed in the past, most of which can be expressed by the following equation (see figure): (~)Q+ ('!....-)Q< 1 Nail Vall where ex ranges from 1 (conservative straight line) to 2 (where N and V are both governed by steel failure). Common recommendations are 3/2 and 5/3 where N and V are concrete breakout or a combination of concrete breakout and steel failure modes. For most metal and adhesive anchors, the above . equation with an exponent of 5/3 can be used and is recommended for the following Hilti anchors: HOA, HSl, Kwik Bolt II, HDI, HVU, HIT-HY-150 with threaded rod, HIT- TZ, HSE 2421. and RE-500. ACI:318-02, Appendix 0 proposes, for simplicity of calculation, a tri- Nn linear method (see figure) be used for ease of calculation. When either the tensile or shear force is small compared to the other force, the method allows using only the larger force component. As applied to allowable stress design, O,2Nn '...m_....................... the equations are as follows: j Nu "'y Trilinear .... Interaction \'" Approach Vu v. If V :5 0.2 Vallo then the full tension force can be used. If N ::5 0.2 Nallo then the full shear force can be used. If V > 0.2 Vall and N > 0.2 Na11r then the following equation can be used: O,2V. N Nail V Val :5 1.2 + 4.1.2.8 Bending Moment Anchors subjected to shear loads applied at a standoff distance z may cause the base material (concrete, masonry) near the ~~>, ,>~~ ~ t surface to crush or spall. This ~~~,;~~ v v loss of bearing support in turn ~'d I increases the secondary bending - z ' moment in the anchor. In the f. absence of other guidance, the ' . resultant shear capacity of the anchor rod associated with the standoff condition may be evaluated as follows: VuM,5% = aM' MuM,5% e ~ Whereby: V uM,5% = characteristic ultimate shear load corresponding to bending a M is a factor to account for reduced bending associated with rotational restraint as follows: aM = 1.0 for standoff installation without rotational restraint aM = 2.0 far standoff installation with rotational restraint (see figure above) MuM,5% = moment resistance corresponding to - 1/2 degree rotation = 1.2. S . fu.mk1 ( 1 _ :d ) rwc e = bending lever arm = z + (n . d), where n may be taken as follows: n 0 for static loading with rotational restraint at the concrete surface (see figure above) n 0.5 for static loading without rotational restraint at the concrete surface' 1.0 for cyclic or seismic loading standoff distance nominal diameter of anchor rod minimum nominal ultimate tensile stress for anchor rod steel; see 7.3.2 elastic section modulus of anchor rod, assuming constant cross section over anchor length design tension load (ASO) Nrec = recommended max. tension load (ASO; see tables) Note: for ASO calculations, divide VuM, 5% by global Factor of Safety of 1.7. For strength design, the corresponding ljI-factor for shear failure of steel threaded parts is applicable. us: 1-800-879-8000/ www.us.hilti.com I Hilti Product Technical Guide 2002 I Canada: 1-800-363-4458/ www.ca.hilti.com n = z = d = fu, min = S = Nd = 57 l~.l-',:<..."i ~ Atlantic Engineering Services ~ 4<>19 Woodwd< Drive · Su;te 201 Jacksonville · Florida 32207 J. JOB 30 1- d ,3 Co SHEET NO. '1 CALCULATED BY ::s-T1l. MlI'~ l~etZ5 /I~: - OF DAT~ DATE . CHECKED BY SCALE (heel< 81-/2,.(' ,Ie e>eA,-Y1 f'Y)1J.~ U;A/SVpPC1'l-le~ L'E~11-. '""DL-:: 95 ~F- L-L -:; "Zo ps'P ~ \to :: (1J D::: dtI )< ~5' ~ I p t{ ;: '2 3 -5\p -\1: I ;:.. Lvt.,.:=: ;)l{ ~ 2:.0 'jot.? z B I" yP-Jpr P J7h.. Cb.0c d) cz.) O,(3'S' tJifQ:Jo GZ)(fJ).(IP) ;;t [It ftJ JI4~ 9~.. / QI()() -- 'i. 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