ࡱ>    !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFRoot Entrya4_|G@Workbook ɆWksSSWorkBook=WksSSChart0_);( #,##0\)1 #,##0.0_);( #,##0.0\)5 #,##0.00_);( #,##0.00\)9 #,##0.000_);( #,##0.000\)= #,##0.0000_);( #,##0.0000\)A #,##0.00000_);( #,##0.00000\)E  #,##0.000000_);( #,##0.000000\)I" #,##0.0000000_);( #,##0.0000000\)5 #,##0_);[Red]\( #,##0\)= #,##0.0_);[Red]\( #,##0.0\)A #,##0.00_);[Red]\( #,##0.00\)E  #,##0.000_);[Red]\( #,##0.000\)I" #,##0.0000_);[Red]\( #,##0.0000\)M$ #,##0.00000_);[Red]\( #,##0.00000\)Q& #,##0.000000_);[Red]\( #,##0.000000\)U( #,##0.0000000_);[Red]\( #,##0.0000000\)                + ) , *       D# @ @@ @ @     @    "D    #"##!!@@!@" @@ @ @   "@ @   @ " @@  @  @  @@ @ @# @ @@D @D @ @  # " "@"@"@ " " "@# !@@ @ @!"@#" @ " " #""! @   @@  @@ ! ! !@#@"D @@ @  D       @@ @@     #@  @     @ !"@ @  "@  #     \pMS Works Ba==-8X@"1Arial1Arial1Arial1Arial1Arial1 Arial1 Arial1 Arial1 Arial1 Arial1 Arial1( Arial Narrow1( Arial Narrow1( Arial Narrow1( Arial Narrow1( Arial Narrow1 Arial1 Arial1( Arial Narrow1(  Arial Narrow1 Arial1( Arial Narrow1( Arial Narrow1 Arial1 Arial1( Arial Narrow1(  Arial Narrow1(  Arial Narrow1  Arial1( Arial Narrow1( Arial Narrow1  Arial1 Arial1 Arial1 Arial1 Arial1 Arial1 Arial1@ Copperplate Gothic Light"$"#,##0_);\("$"#,##0\)!"$"#,##0_);[Red]\("$"#,##0\)""$"#,##0.00_);\("$"#,##0.00\)'""$"#,##0.00_);[Red]\("$"#,##0.00\)7*2_("$"* #,##0_);_("$"* \(#,##0\);_("$"* "-"_);_(@_).))_(* #,##0_);_(* \(#,##0\);_(* "-"_);_(@_)?,:_("$"* #,##0.00_);_("$"* \(#,##0.00\);_("$"* "-"??_);_(@_)6+1_(* #,##0.00_);_(* \(#,##0.00\);_(* "-"??_);_(@_) 0.00.0000.00000.000000.000000 0.00000000E+000.0E+00 0.000E+00 0.0000E+00 0.00000E+00 0.000000E+00 0.0000000E+001$#,##0.0_);($#,##0.0\)9$#,##0.000_);($#,##0.000\)=$#,##0.0000_);($#,##0.0000\)A$#,##0.00000_);($#,##0.00000\)E $#,##0.000000_);($#,##0.000000\)I"$#,##0.0000000_);($#,##0.0000000\) 0.0%0.000%0.0000%0.00000% 0.000000% 0.0000000%#,##0.0 #,##0.000 #,##0.0000 #,##0.00000 #,##0.000000 #,##0.0000000 d\-mmm\-yy mmmm d, yyyy m/d m/yy mmmm, yyyymmmm dd mmm mmmm dd dddd yy yyyy 00 000 000000000000000000000000000000#\ ?/2#\ ?/3#\ ?/4#\ ?/8#\ ?/10#\ ?/16#\ ?/32#\ ?/100=$#,##0.0_);[Red]\($#,##0.0\)E $#,##0.000_);[Red]\($#,##0.000\)I"$#,##0.0000_);[Red]\($#,##0.0000\)M$$#,##0.00000_);[Red]\($#,##0.00000\)Q&$#,##0.000000_);[Red]\($#,##0.000000\)U($#,##0.0000000_);[Red]\($#,##0.0000000\)9#,##0.0_);[Red]\(#,##0.0\)A#,##0.000_);[Red]\(#,##0.000\)E #,##0.0000_);[Red]\(#,##0.0000\)I"#,##0.00000_);[Red]\(#,##0.00000\)M$#,##0.000000_);[Red]\(#,##0.000000\)Q&#,##0.0000000_);[Red]\(#,##0.0000000\) #\ ??/???) #,##   "D#@@"PP !P@ !P !P @#@   @  @D #@& ##! " # $ % & #  " $ % & ' @   `%Sheet1$ Print_Area;9   [  dMbP?_*+%&333333?'333333?(333333?)333333?"??M oU } $} } $}  } } }  } I} } } } $} $} [!!>,!!!!!!!! ! ! ! ! !!!!!!!!!!!!!!!!!!!1(ANCHOR BOLT CALCULATIONS metal buildingsPROJECT SAMPLE METAL BUILDING    !:ANCHOR BOLT CALCULATIONSGW>MAKE ENTRIES IN YELLOW BLANKS ONLY BOLD ENTRIES ARE FORMULAS ]Ta FREE DOWNLOAD from griffithplans.com (other calculators FREE at griffithplans.com)0 ' MAKE ENTRIES IN YELLOW BLANKS ONLY  ! page 2 of 2SJRead additional instructions before using (available at griffithplans.com)%  BOLD ENTRIES ARE FORMULAS !~ ?p@CONC STRENGTH PSI!&% leading edge is low-point DEADLOADS ) 15% safety factor version 4-10-07 WINDLOADS  + 15% safety factor  page 1 of 2 !~ ?@"ANCHOR YIELD STRENGTH PSI%`@T@DD)4 cone cross section area in sq in45!$INFO FROM FOIL SIM ADVANCED$% roof is open underneath3*used for footing and column pad calcs only3*used for footing and column pad calcs only !v(@D7 *w!TOTAL BOLT LENGTH REQUIRED inches!E100 MPHE125 MPH E130 MPHg WALL SEGMENTS g ROOF SEGMENTS mLATERAL WINDLOAD  g ROOF WINDLOAD  !O?D3BOLT DIA`? D4 bolt radius'aܾ:F?DDD5 bolt sq in_!ROOF UPLIFT TABLESX windward roofX windward roof X windward roofhWALL 1!hROOF 1!hWALL 1 ! hROOF 1 ! !P"@D3  EMBED LENGTH!Y roof pitchYdegreesZtangentZradians( downloads( downloads ( downloadsHEIGHT~ i5@HEIGHT~ i5@HEIGHT~  i5@ HEIGHT~  i5@ !%@+@D?+"FREE EDGE DIST use 1.5 times embed_PERT! @ =pi![LBS PSF[LBS PSF [LBS PSFWIDTH~ i4@WIDTH~ i4@WIDTH~  i4@ WIDTH~  i4@ !AF#O3t)@DASLANT HEIGHT of cone.`@d@DDDD!8hyp=SQ RT OF side1+side245!~ \ @]a @YuOU?~ E*@~ E5@~  E6@  WT PSF~ i9@ WT PSF~ i9@   WLOAD PSF~ iګ@  WLOAD PSF~ i@ !& AE }v@D D CONE SURFACE AREA # $area of cone=PI*R*SLANT HT  !~ \@ Y6r"@ YKqU?~ E:@~ ED@~ EF@  SF! j@z@ DD SF! j@z@ DD  SF! j@z@ D D  SF! j@z@ D D  !' Ao@DDD  CIRCLE AREAV CMpi=3.141592654ratio of the circumf to the dia (C/d)=3.14 of circle.22 / 7 =pi !~ \@ Y,@~ Y?~ EC@~ EN@~ EP@   TOTAL LBS.! k@ D D   TOTAL LBS.! k@ D D    TOTAL LBS.! k>@ D D   TOTAL LBS.! kY@ D D  ! A    !~ \`@ Yk6j2@ YZd;O?~ EI@~ ET@~ EU@   !  !   !  ! ! ALLOWABLE TENSILE LOAD    =    !~ \ @ Y7r6@ YB[Υ?~ E`@~ EU@~ E@W@  hWALL 2 ! hROOF 2 !  hWALL 2 ! hROOF 2 ! !5 ;Lw@?D DAD/ &1.ALLOWABLE LOAD psi (based on anchor) !U DL formula=.5*(cone surface area)*sq rt(bolt dia*anchr yield strength psi.)    !~ \@ Y1:@~ Y?HEIGHT~ iHEIGHT~ iHEIGHT~  i HEIGHT~  i !;!Sresult above / ~ #^@cfor close spacingbpull-out factor~ \@YťA>@Y_?WIDTH~ iWIDTH~ iWIDTH~  i WIDTH~  i !<M!cb~ \@]Uz@@YioT?WT PSF~ iWT PSF~ i WLOAD PSF~  i  WLOAD PSF~  i !:;@$D?DDD2)2.ALLOWABLE LOAD psi (based on conc psi)!IB@ formula=bolt dia times .02 *(cone cross sec*conc strength psi)!~ \@]8oXoB@~ Y? SF!j DD SF!j DD SF! j D D   SF! j D D  !9"Sresult above / T333333?Dcfor close spacingbpull-out factor~ \@ @]ՎC@Y_? TOTAL LBS.!l DD TOTAL LBS.!l DD TOTAL LBS.! l D D   TOTAL LBS.! l D D  !cb~ \ @]HVAE@Y-R\U? !~ >(@(inches ACTUAL DIST TO CONC EDGE !~ \@~ ]F@~ Y?$  TOTAL LATERAL WINDLOAD% >@D D B !<3 value below cannot exceed allowable load 2 above!n COLUMN PAD nFOOTING   TOTAL ROOF WINDLOAD" Y D D  !.9@DDDD@{7ADJUSTED LOAD psf ( based on conc psi & edge distance)"IB@ formula=PSF load*(actual edge dist divided by free edge dist.)!DEPTH ft~ iv@DEPTH ft~ i`@,FOOTING SOIL BEARING   !Sresult above / T333333?Dcfor close spacingbpull-out factorWIDTH ft~ i@WIDTH ft~ id@4Rh@D DDD D ) wall roof PSF !~  @@  PSF !<3 value below cannot exceed allowable load 1 aboveb LENGTH ft~ i@ LENGTH ft!j4@ DD(xh@DDD X footing PSF !! enter soil bearing above !!7/ (@ DDK8Bactual bolt strength based on size = (bolt sq in*anchor yield psi)44^5! WT per cf~ ib@ WT per cf~ ib@!z@ DD + TOTAL LBS PSF !% rh@DD   inches !" totalCF conc'jHzGM@DDD totalCF conc'oF@DDD(- equals a safety margin of  !!  min.ftg width required  !]Ta FREE DOWNLOAD from griffithplans.com (other calculators FREE at griffithplans.com)TOTAL WT!l(@ DDTOTAL WT!pgffff߹@ DD!yt@ D D  PSF " Q3@ D  inches !ne Griffithplans.com has stock plans, custom plans, free const calculators and const references   footing design given  !"/COLUMN PAD (SOIL BEARING)  !01%42@ D%1$(SF MIN COL PAD for 2000psf soil bearing.!.:%(ASTM A 307 Bolt Tightening Criteria)     !!10@ DD2SF DESIGNED PAD SIZE"3diameter Etorque3 F*initially tighten bolts to achieve mating. ! ! !(!!"!#!$!%!&!'!(!)!*!+!,!-!.!/!0!1!2!3!;4!5!6!7!8!9!:!;!<!=!>!?!  ~ G@~ E.@- F$Final Tighten Bolts measuring Torque ! !       !!!!!rWALL WEIGHT LBS%!s@D DB!~ !G@~ ! EB@*! F!Conc strength achieved in 28 days! !! !!!!"""ROOF WEIGHT LBS%"t@D DB"~ "G@%@~ " ER@" !" !""""""###COLUMN PAD WEIGHT LBS#t(@D#~ #G @~ # E^@# !# !######$$$FOOTING WEIGHT LBS$ugffff߹@D$~ $G,@~ $ Eg@$ !$ !$$$$$$%%%%"%|TOTAL DEADLOAD WEIGHT LBS#%}@ %!$B%~ %3?~ % E0q@% !% !%%%%%%&&&~ &H?~ & Epw@& !& !&&&&&&'!'DEADLOAD LESS UPLIFT LBS!'4333sw@ D%D '~ 'I?~ ' Jh@' ' ' "' !'''((3(*result must be positive to prevent lifting(( !((())=)N4 LOWEST amount is tension & shear allowance per bolt) L) ) ) ) )))**"*d embedded bolt allowance* F#* QTension + Shear safety amt* !***+#+NUMBER OF COLUMNS IN CALCS~ +?++e/ (@D+ qmax bolt strength(+ țT5@D+D-D.+ B bolt strength+ !+++,,BOLT COUNT PER COLUMN~ ,@,,eLw@D , B anchor load(, eJF@D,D-D., B anchor load, !,,,-%-tension LOAD NEEDED PER BOLT,-Y@D D, -$LBS--e@D- B conc strength(- ffffV<@D-D-D.- B conc strength- !---..SHEAR NEEDED PER BOLT".>@ D D, .$LBS..e@D. B edge dist(. ffff@D.D-D.. B edge dist. !////////9/U0values above must be positive to prevent failure/ K/ / / / "A0+8BOLTS SELECTED EXCEED REQUIREMENTS OF FBC 1912 AND 1913.21)ANCHOR BOLT INFORMATION for footing boltsE1$<Bolts shall conform to ASTM A 307 or an approved equivalent.n2e Griffithplans.com has stock plans, custom plans, free const calculators and const references2%2%2%2%2%2%2 %2 %2 %2 Vinches33&3%3'REQUIRED BOLT DIAMETER3? 3%in3%3%3 %3 %-3 '$MINIMUM EMBEDMENT in inches (12 dia)~ 3 f"@4%4%4%4%4~4%4%4%4 %4 %4 %5%5%5%$5'THREADED PORTION ABOVE CONC~ 5#@ 5%in5%5%5 %5 %15 *(IDEAL MIN DIST FROM CONC EDGE 1.5xshank%5 6gffff+@D3 ?6%6%6%6%6(6%6%6%6 %6 %6 %M7%DNOTE: Locate all anchor bolts with templates before pouring concrete7%7%7%7%7%7%7%7 %7 %*7 '!TOTAL BOLT LENGTH REQUIRED inches!7 .(@ D3 D5O8%Fuse ASTM A 307 bolts or approved equiv. The use of lower rated bolts8%8%8%8%8%8%8%8 %8 %8 *8 .C9%:could result in building collapse in high wind conditions.9%9%9%9%9%9%9%9 %9 %99 *0conc cover from bolt bottom to COLUMN PAD bottom&9 .(\uA@D D3 :.;%USER HINTS.....ANCHOR BOLT CALCULATOR;;;;;;;; ; ; ; ; ;;;T<KMAKE ENTRIES IN YELLOW COLUMNS ONLY. ALL ITEMS IN BOLD BLACK ARE FORMULAS.<<<<<<<<< < < < < <<<=Calculates weights of walls based on height and length. Uses windloading, footing and wall weight to calculate footing sizes. ===y>pAlso calculates weight of solid concrete footings and column pads. Also calculates bolt embedment and strength. >>>b?YALL THE FORMULAS ARE LINKED TO OTHERS. IF YOU CHANGE ONE YOU WILL GET INCORRECT RESULTS.????????? ? ? ? ? ???@!A!B!C!D!E!F!G!H!I!J!K!L!M!N!O!P!Q!R!S!T!U!V!W!X!Y!Z!@@P@GThis calculator performs 68 calculations instantly as user inputs data.@@@@@@@ @ @ @ @ @@@@A7First, enter the wall data into the Yellow spaces only.AAAAAAAAA A A A A AAAEB<Second, enter the windload data into the Yellow spaces only.BBBBBBBBB B B B B BBBRCILeave the windloading info alone if you can't get your local windloading.CCCCCCCCC C C C C CCCgD^You can obtain the PSF wall and roof windloading based on the highest windspeed for your area.DDDDDDDDD D D D D DDDkEbWindward means the side facing the wind. This is where the main force is applied to the building.EEEEE_FVWe do not include the side walls because the most force is on the main (longest) wall.FFFFFFFFF F F F F FFFxGoThird, enter the column pad and footing info. Only enter the footings that are a part of the wall system aboveGGGGGGGGG G G G G GGGoHfYou can enter column pad sizes and footing sizes (in Yellow blanks) to determine the best size to use.HHHHHHHHH H H H H HHHxIoSome building designs carry most of the weight on columns and that is what the column pad sizes should reflect.IIIIIIIII I I I I IIIaJXOnly use the column pads if they are the main bearing points for the wall you are using.JJJJJJJJJ J J J J JJJKwEntering the number of columns (in Yellow blanks) in the building segment will give you an approximate load per column.KKKKKLwIf most of your wall weight and windloading is carried by the footings then leave the column pads blank and vice versa.LLLLLTMKYou can include both columns and pads if they both carry substantial loads.MMMMMvNmThe number of bolts per column or wall segment (in Yellow blanks) will affect the bolt sizing calculations. NNNNN OEnter the right amount.OOOOOpPgEnter the bolt distance from the edge of concrete (in Yellow blanks) on page 2. the closer to the edgePPPPPP+Q"the weaker the connection becomes.QQQQQQQQQ Q Q Q Q QQQuRlIn general, shallow and close to edge bolts will pull-out of concrete before the properly sized bolt breaks.RRRRRRRRR R R R R RRRiS`properly sized bolts that are deeper and farther from the edge provide the strongest connection.SSSSSSSSS S S S S SSSeT\This spreadsheet calculates bolt pull-out based on both concrete strength and bolt strength.TTTTTfU]user to take full responsibilty for any errors, loss or damages from use of this spreadsheet.ZVQIF YOU ACCIDENTALLY MESS UP THE FORMULAS YOU CAN GET A NEW COPY FROM OUR WEBSITE.VVV\WSYOU CAN COPY THE MISSING FORMULAS AND PASTE THEM INTO YOUR SPREADSHEET SO YOU DON'TWWWXLOSE YOUR DATA.XXXfY]a FREE DOWNLOAD from griffithplans.com (other calculators are available at griffithplans.com)YnZe Griffithplans.com has stock plans, custom plans, free const calculators and const referencesZ>ZZZ ) Arial