Design Criteria for Rock Anchors

8/6/2019 Design Criteria for Rock Anchors

1/17

T O: D IS TR IB UT IO NFROM: Chet StumpfDATE: 7/19/87PROJECT: SCHUYLKILL 86-229-1SUBJECT: DESIGN CRITERIA FOR ROCK ANCHORS= = = = = = = = = = = = = = = = = = = = = = = : = = ~ = = = = ~ = = = = = = = = = = = = = : : = = = : = = = = = = = = = = = = = = = = = = = = = = = = = = =The attached procedure is for the design of rock ~nchors for the aboveproJect. Rock ~nchors are to be used to resist uplift when the weight of thefooting is Dot sufficient (nor is it economical to increase the sizelweight of

. the footing) to resist uplift forces. ihis procedure has been discussed withHr. Barry Newman of GAl (the subsurface consultant). Specific information andcriteria will be written into the Specification to cover the materials and~ethods of installtion and testing of the rock anchors.

As a brief example, using the largest apparent uplift load in the boilerarea of 835 kips and an approximate footing size of 14'x14'x3' the,resultingrock anchors requirements are: 36 rock anchors required embedded into the rockan approximate depth of 20 feet below the bottom of the footing.

Should anyone have any questions relative to the above or the attachedplease advise. According to NAVFAC 7.3, this design method would also beapplicable to the design of rock anchors on other proJects where the rockanchors is embedded into "ordinary fractured rock". However, prior to using,this method on anyh other proJect the B&McD Geotechnical Department should beconsulted to determine and verifiy to use of the "ordinary fractured rock" ono ther pro Jects.

cc: Craig BuhrPhil Voegtledesign note file


2/17

.&MCi )onnCl I l

NEERS - I1RCHITECTS - CONSULTANTSKansas City. Missouri

Sc hu ylk ill E n erg y R e so ur ce s, lne ,Client S t . N ic h ola s CogemmJ . tio n P roje c t

8& McD P ro jec t N o. 86-229-1Project NBiol int Jab N o. 90556 ~


3/17

, .&MCDonne l l l Client ----------------

GINEERS - ARCHITECTS - CONSULTANTSPage Of

Kansas City. MIssouri Project 1 ' - 1 0 . Date _ Made ByChecked By

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4/17


5/17

& MCDonne l l Cl ien t - - -- - -- - -- - -- - --INEERS - ARCHITE"CTS - CONSULTANTS

Kansas City. Missouri

Page OfProject No. _ Made Byate _

111080 Form GCO-38

Checked ByPrelim inary __ F inal

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6/17

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COMPUTE ALLOWABLE PULL-OUT CAPAC ITY

e A S E D ON

\ \ = WE IGHT OF CONE. Ft = S HE AR IN G R ES IS TA NC EA LO NG TH E S UR FA CE O FT HE CC N E

Note: This analysis is not applicable if blocky joints are predominant.In such case use the weight of joint block and available side shearwhich may be negligible depending upon the joint filling.For ~hallow anchors in ordinary fractured rock, compute allowablepullout based on ultimate rock shear strength of 900 psf, cone of60, and ignore weight of rock in cone (see Figure 16, DM-7.2,Chapter 4 for example).

FIGURE 7Pullout Capacity - Shallow Anchors in Rock

7.3-99


7/17

..,

S IN GLE B AR A NC HO RA GE S

PA = ALLOW AB LE AN CHOR PULLD : EM BEDMENT DEPTH, M EASURED AS SHOWNCal l = ALLOW AB LE R OC K S HE AR S TR ES Sfs : ALLOW AB LE B AR STRES S, 20 KS Ibrqd =B OND STR ESS ON BAR PER IM ETER R EQU IRE D

TO D EVE LO P C oli. .A : BAR CROSS -SECTION AREA

brqd: B AR P ER IM E TE R x 0TE STS IND ICATE THAT FOR BAR IN ORD INAR YFRACTURED R OCK NEAR THE S URFACE :

M IN IM UM D (FT) =(I.25)ofl.iA (K IPS)AT THIS DEPTH Call: 0.3 KS F ANOSHOULDNOT BE TAKEN GREATER THAN THIS VALUEW ITHOUT PULLOUT TES TSSPAC ING OF BARS IN PLAN SHOULD E XCE ED 1:20EXAMPLE :G IVEN I PA; ; 20K FOR liN . SQUARE BARM IN IM UM D ;; 1.25.fKj: 5.6 FT .B AR S PA CIN G: 1.2 (5.6) = 6.7 FT .brqd = 4 ~ ~ 2 ) ; ; 7 4 PS I

PLAN

B AR S IN S QU AR E A RR AN GE M EN T

EXAMPLE :G IVE N PT =80K,US E 4 - I IN SQUARE BARSB ;; 4 . 5 F T fs: 20 KS IM IN . D r W ITHOUT TESTS :

- _ 4 : ; . 6 . : : . . : . . 1 1. . : 4 : . : . 5 ~ x : . . : 0 : : ; .: . . + . . : . . . : { : : . : : : 2 : . : : : 1 . 2 : . . : X = - 4 . . : . : . 5 : . . 2 . . : . x ~ O : : : . 3 : . . 2 _ : + . . : . 1; : . : . 7 . : . . . . : x . : . . . : a . : : . : 3 : : : 1 I : ; . . ; . 4 ~ x , ; _ 11 . . . ; . 2 0 . _ 0 _ 1= . 5 . 3 4 II: 0 .3= 6.9FTbrqd ;; (4 ) ~~~ (12) = 60 PS I

F IG U RE 16Capacity of Anchor Rods in Fractured Rock

1B~lB-~ ..I

PT ;; AUOWABLE ANCHOR PULL F O R GROUP a = BARS .N '.:: N UM BE R OF BARS IN SQUARE ARRANGEMENTPT ;; 4.60(B+0.580). Call ANDPT ;; NA fsb r qd;; B AR P ER I ~ TE R x NOTE STS IN OIC ATE TH AT FOR B AR GR OU P IN OR DIN AR YFRACTURED ROCK NEAR THE SURFACE :

M IN IMUM D (FT)D= -4.6B Co ! l + /21 .2B2(Co !U2+JO.7 C o!! x NA fs

5 . 3 4 Cal lAT THIS DEPTH Call: 0.3 KSF AND SHOULD NOTBE TAKEN GREATER THAN TH IS VALUE W ITHOUTP ULLOUT TE STS

7.2-170

J


8/17

. . . .

WILLIAMS FORM ENGINEERING CORP.P.O. BOX 7343. GRANO RAPIDS, MICH. 49510. (B16) 452:3107. TX.22.6416BELLEVUE, WASHINGTON 98005

13411 Northrup Way( 20 6) 7 4& 1 62 5. 74 6-1 6 27

T ele x 3 20 15 6

PORTLAND, OREGON 972117 51 N .E . Lombard Street( 50 3 ) 2 8 5- 454 8. 2 8 5- 4540

Tele lC 3604a9LAKEWOOD (DENVER). CO 802261858 South Wadsworth. Suite 325

(3 03 ) 9 a8 -1 75 4. 9 a8 -1 75 5KENNESAW (ATLANTA). GA 30144

139 Shallowtord(404) 953-0415

Bulletin RB7B 7 9 Copyright 1978 Williams Form Engineering Corporation


9/17

W I L L I A m 5 &{]{Q)[L l


10/17

SPECIFICATIONS AND

"BOUNDAR V DAM" POND, OREILLE RIVERDepartment of Lighting, CitY of SeattleDesign: BechtelLeedshill. Prime Contractor Mannix S.G.S.

STEP 2: B O L T P L A C E M E N TPlace nut, washer, andplate on rock bolt andlower bolt into drillhole with thrustring,malleable shell, andcone set in position onthe inner threaded portion of thebolt. If rock bolt becomes stuckbecause of a crooked hole ordebris in hole. lock two nuts onth e end of the bol t and tap boltinto place with a sledge hammeror air hammer. A jumbo drillingrig can be used to push the boltinto the hole. For rock boltslonger than 20', especially inpoor, fissured, or voided rock orshale where drill holes tend todrift, spital, arc, or collapse anovers i ze drill hole can be usedwithin 4 to 6 ft. of anchor area.This will expedite installation.Care should be USed to insurecorrect drill hole size however inthe anchor area.

WILLIAMSHOLLOWGROUT ROCKHOLE --tt~- BOLT

THRUST RING

CONE

5 8

STEP1: D R IL L I N G

DOWNBOLTINGSITUATIONSREQUIREDRI LUNGHOLES 10"TO 16" BEYOND

,.,...;' THE LENGTHOFTHE ROCKBOLT.

1

In down bolting s ituations.dri II thl! holes to extend 10"to 16" beyond the length ofthe rock bolt. [Dependingon field conditions rocksegments dropping intobottom of hale etc, Shallowconcrete applications re-qulrs only minimum clear.ance, 1" to 3" of overdrlUl.I n up bolting situations,variations in the drill holelength up to 6" over thelength of the rock bolt areimmaterial. Care should betaken to insure an accuratediameter and a straight drillhole. Before inserting rockbolt, hole should be cleanedof cuttings, mud, etc.

DRILLHOLE

CHURCHILL FALLS HYDROELECTRIC DEVELOPMENTOwner Churchill Falls [Labrador) Corp.Design: Acres Canadian BechtelContractor. Churchil l Contractors


11/17

NSTALLATION INSTRUCTIONS [S ~ IN 'LOCK ROCKBOLT l

STEP 3: TORQU INGWILLIAMS LONG FiniNG AOAPTERFOR IMPACT TOOL OR TORGUE WRENCH

TORQUE THE BOLTTO SET THE ANCHORTORQUEWRENCH

ORt -

RATCHETADAPTER '-_

~TOAIR_)

Set the sxoanslon anchor by torquing the rodto the required torque. This is done by the useof either a torque wrench or preferably a presetimpact tool turning the setting tool [for pro-tection of threads) in clockwise direction. This- action migrates the cone into shell. thus,expanding the anchor. The bolt can be seteither with or without the steel bearing plate inPlace, and with any desired amount of threadextending beyond the Hex-nut, After settingthe bolt, reverse direction of the wrench, toremove the Slitting tool. AUBURN.WASHINGTON BRIDGE PROJECT (Top)Contractor: Burnham ConstructionNOTE: When setting or tensioning rock bolts by use of an impact gun, a random check of torque using a calibrated handtorque wrench or hydraulic jack should be done to insure the impact gun continues delivering the specified torque.

MICA DEVELOPMENT (Underground Powerhouse)Owner B.C. HydroContractor - Mannix Construction Co L td.

STEP 4: . l E N S IO N IN G (TWO METHODS)_---- WILLIAMS LONG FITTINGADAPTER' FOA

IMPACT TOOL ORTOAQUE WRENCHDE-AIR

METH OD A : TEN SIONBYTORQUING

Mix Williams WilKwikSet cern-pound and place around de-air tubeand collar of drill hole to provide aflat bearing surface for the keyho Iebearing plate. De-air tube should beplaced in highest point of the hole.Place plate washer. 2 beveledwashers (if required) and nut on-bolt. Either place tension onto boltimmediately, ....nile pad is inviscous state or allow to set be toreapplying load. Tension bolt bytorquing hex-nut with a torquewrench or pre-set impact tool torequi red torque isee torque tensiongraph on page 69 of Williams RockBolt ManuaJ).

WILl-JAMSPATENTEDRUBBERSEALERFORROCK BOl.TH OL E ( OP TI ON AL )OR ...

5 9


12/17

SPECIFICATIONS AND

. CHEYENNE MOUNTAIN. NORAD PROJECTPrime Contrac:: tor Utah Constr. & Mining Co.Photo Courtesy of the Corps of Engineef$

CHIEF JOSEPH OAM / U.S . Army Corps of Engineef$ / Contractor W.H. Gregory6 0

METHOD B: TENSION BY JACKING(RECOMMENDED FOR 1 3/8" & 2" SIZES)

PLATE WASHER

HOLLOW COREHYDRAULIC JACK

USE WRENCHTO TIGHTEN__ b~~~d. NUT HERE WHENREQUIREDTENSION ISREACHED

Tension the bolt by jacking the rock bolt tothe required tension. When this tension isreached, use a wrench to tighten the rockbolt nut to transfer the load from the jack tothe rock bolt. The needle on the pump gaugewill drop slightly to indicate less tension onthe jack and frame only. Release jack pres-sure and remove jack, frame extension rodand coupling.THESE JACKS AR E A VAILABLE FROM W ILL IAM S


13/17

- -P IN -L O C K R O C K B O L T-NSTALLATION INSTRUCTIONSSTEPS : G R O U T I N G(W IT H W IL LIA M S H OL LOW CO RE )

..,..FROM GROUTPUMP

DOW N ORHORIZONTALGROUT I NG

S crew grou t tu be adap ter on torock bolt. B low air through hollowcore to assu re sy stem is clear. Pu mpW iIX C em ent grou t throu gh hollowcore of bolt until a continuou s flowof grou t is seen com ing ou t of thede-air tu be. T his indicates that allair has been rem oved from drillhole and all cracks and fissu res inthe rock are fu ll of grou t. R em oveg ro ut tu be a da pte r. OL D H ICK ORY L OCKEngineers and Contractors U.S. Army Corps of EngineersW HEN G ROU T IN G IN W A TER U SE TH E SA ME PROCEDU RES OU TL IN ED A BOVE. Byu tiliz ing W illiam s Pre-s tressed G rou tab le H ollow ReB ar R ock B olts , grou t is forced into areas inback of the anchorage, as w ell as into all porou s rock-seam s, fractu re zones, and voids in the areaof the drillhole. Only W illiam s p re-s tressed Patented H ollow H e-B ar A nchor in com bination w ithspecial p lates for grou ting after p restress ing, giv es ex ternal p roof { retu rn grou t flow ] of a job w elldone. F or alternate grou t sp ecifications, see b elow .

ALTERNATE GROUT - If Wil-XCement is not used. aitsmate cementshould have a fineness as In high earlystrength cements, suc;h as Port-land Type 3 (4500 cm Isml, as measured by the Blaine method. Grout. should be mixed In approximately 0.4 water/cement ratio by weight.Use "WIIGrout" powder additive 0.005% by weight of cement hwograms, or one level teaspoonful for each sack of c;emend. Additi\leexpands grout 3 to 4% by volume prior to the gel stage. Mixing can bestbe accomplished by use of a 3 or 4 blade air or electric driven mixer.Three minutes mixing produces excellent results.

UP GROUTING

FOR U PG ROU T IN G , injectgrou t at the p ressu re requ ired tooffset s tatic head (u su ally ab ou t30 PS I) . G rou t shou ld be forcedthrough the short tu be w hichwil l be p laced at the low er lev eof the hole until it sp u rtsthrough the de-air hole in theend of the bar. D ischarge ogrou t in a steady stream th roughthe de-air hole is positiv e p roofthat the entire hole is filled andentire area of the bolt includingseam s is w ell grou ted. P lug enof bolt and continue pum p ing---=~~~=::r---- b riefly to force grou t to end ohole. T hen p lug grou t tu be.

tFROM GROUTPUMP6 1


14/17

~(~illROUTING AND INSTALLATIONWIL~KWIK-SETA fast sening cement with an initial set time from 3 to 6minutes. Its primary use is to hold the dll-air tube in place andseal off the entrance to the drill hole around the Williams HollowCora Rock Bolt. Mix WiIKwik-Set with weter until a soft pasteis obtained which can be formed into a 4" to 6" bait.Place grout tube in drill hole next to rock bolt andpress ball of Wil-Kwik-Set around bolt andtube, making sure entire drill hole is closedoff. Place bearing plate over end of rockbolt and grout tube and press firmlyagainst rock and WiI-KwikSet until plateis well seated against rock. Bolt mayimmediately be tensioned and groutedwith Wil-X-Cement grout. NewWil-Kwik-Set is also recommendedfor patching leaks, cracks, cone or tieholes or calking around pipes in;,rnasonry or concrete wall and floors.~NiIX-Cement-Grout is a chemicallycompensated expansive type cementrecommended for grouting williamsPrestrassable Hollow Core GroutablaRock Bolts.

WIL-X-CEMENT-GROUT~WH-X is chemically compensated for shrinkage. It hes a high ..bond value and is crack resistant for permanent installationsand more durable grout. Because it Is a cementgrout, it isnon-explosive and has a long shelf life when kept dry.

WII-X may be used to build up leveling pads bysimply mixing with sand or pea gravel. Thismixture should not be run through the grout

pump.; i )-~:~~{,of:~:t, }GROUT PROVIDES,":AOOITIONAL STRENGTH':i;:ANO PROTECTION

:=:~C=':'AGAINST CORROSION,FILLS HOI..E TO REGIONBACK. OF ANCHOR

..;;PROTECTING COMPLETE

PLASTIC GROUTTUBE FITS. THRUKEVHOI..ESI..OTINSQUARE WASHER

GROUT FEDTHRU TUBE

AT 30 TO100 P.S.I.PRESSURE AT

W I L L I A m s *AIR POWEREDGROUT PUMP

Time of setting:Gilmore Needles (A$TM C2661

ini tial set 45 minutesfinal set 10hours

Compressive strength PSI(modified ASTM C1091

3 days in moist air/4 days in water 2800Copy of ASTM Modification

available upon request.

OPTIONAL HAND PUMPFOR SMALL QUANTITYINSTALLATION

Operlllion: Hand powered. two stroke posit ionpump.40 P.S.I. average, 80 P.S.I. maximum.utlet CapacitY:RlK:ommendedGroul Mil:..Size: 2'0" High. 1'8" wide, 16" handle.

Weight: 30 lbs, Dry weightOther Features: Recommended for use in 5 to 10 gal.containers (no exceeding 20" Heightl. Easy fieldcleaning 01 internal parts. Requires no lubrication.Appro>:. 8 ft. length 01g rout hose. Available onrental or purchase baSIS .

Cleaning: Flush generous quantity of water through hopperand pump.Approx. Size: 5'-3" long, 2'9" high, 1'10" wide

Weight: 315 Ibs. Dry WeightOther Features: Recirculator and Hopper Agitator for keeping mixin solution.Air line filter and oiler for air motor lubrication(use 20 or 30 wt. oilsl. .Full length field handles. Appro>:. 15 ,ft. length ofgrout hose.Available on rental or purchase basi,.

Operation: Air Driven, Screw teed Grout Pump.Capacity: 10 Gal. Hopper

Grout Outlet: 3 to 4 gal. per minute at 0 to 120P.S.I."ower Requirementso'f Air Motor Inlet: 90 to 150 P.S.I_ or 130 cu. ft. of air per min. todevelop 3 H.P.

RecommendedGrout Mix: 0:4 water - cement ratio by wt. [approx, 2% gal.water per 55 lb. pail of WilX-Cemend withexpansion additive. Premix before placing groutin Hopper. Do not use $lind or gravel in mix.6 2


15/17

,~~ (! ... ,_.................................. __..;~NAm5~~. ~~~~~~~

W I L L I Am5PRE~STRESSED HOLLOW-CORE ROCK BOLTS FORPERMANENT ANCHORING OF FOUNDATIONS OR FOOTINGS

\ w n . L ;A ~ ~ ' ;EVHOLE SEA R IN~' ' . ..PLATEWIHARDENED STEELWASHERAND HEAVY DUTVHEX NUT

.~~ ,_..~~......_._.,~"' ;;"- 'r: .....;"""~."~.-.y . ~ . _ ~ . . . . . . ; . ; . . ' . ~ ; ~ . : . , ~.;i:_.~'...~ .;~ .. __ . .. ,,; ,._ c_"_ . .W I L L I Am 5 ~ STRESS~GRADIENTPIGTAILS FOR TEMPORARYDOWN BOLTING SITUATIONS

S TA ND -A RD IEA RIN O iL AT E: ,

. . . .;. ,. ..

-

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,

., ... . -,. . . .:.... ".-,

-lftdST,I,aI:CROVTTO LOCKIN""E-STAUS

~M"OR GRAVITV~ : :I \' t .t~ ~ ~ ~ " I5 M e " 'T""'1r---+l1 GROUTMINIMUM'II lIA_to .UHOTM " " a fAROIAM!ETiRfOR~C I - IOAAGE:_ , "GROUT I .' GROlJTfD (HO...l.__ -"--(.I:" .,, ' A N e _o . e o . .

f"':-"-'

I-~ ' ; ! o ~ ~ " : . $ T ~ ~ ~ ! 1 LI t" "C HO A W IT H 0 11 1""fHOUT COU"LI~a

6 8

ADVANTAGES OVER REBAR Super-Hi Tensile Steel for more strength, less weight.Over 1% times higher yield strength thlJR grade 60Rebar. Patented Stress Gradien t Crimps diffuse stesses latera llyever full I i!ngth of anchor, g illing more pull-oot strengthin grout than same length ReBar . Rolled thread for maximum strength.Available from 3/B" diameter to 1 7/8" diameter.

METHODe METHODD:,. . _ L '_ " ~ '

VARIOUS METHODS OFOFF ROCK FORMING

blMl tion AGdFi. ld Btnti

WiUWnIi Spit! L.oc.kReck.Md'lor""".......a8, TOfllVifttN'IoI'IPrioottalPCNf

tWiltLtmt.-"ffT'hrMd "Coli Rod'"Soin look lIod'11A1dtofPtdttIiIIIHI By T"'"AI1I"Iii HU1PrlortoP-out


16/17

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17/17

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Documents

Design Criteria for Rock Anchors