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20110166 Structural Calcs 06242013 1 1 1 1 � STRUCTURAL CALCULATIONS For Stepping Stones Children's Center � Lateral and Vertical Design June 12, 2013 � Project# 201395 � ' .' � By PRECISE ENGINEERING 1NC. � HAROLD HAHNENKRATT, P.E. � � . H:��3 � '0 ...._. s�/,� � c'J`°qp.� �t�"`�r '°�°°�' , � � � '°� � ��` -� � � � O -� — .� � � a� �'` W 1 � ;tii7ga �� ' � j '�+�� ,Q,s��a� �� " ��oNA1. � � � �� . "" RECEI�TED � JUN �'4 2013 � ��; � � � SCOPE: Provide structural calculations for lateral and vertical design per the 2009 �� IBC. � LOADS AND MATERIALS �� Roof: Comp Roofing(2 layers) 5.0 sf p Pre-engineered Trusses @ 24" oc 2.9psf � Roof Sheathing 1.Spsf Insulation 1.2psf 5/8" GWB 2.8psf � Misc. l.5psf Dead Load = 14.9»17psf � Snow Load = 25psf Wall: 2x6 Studs @ 16"oc Dead Load = l Opsf � � Floor: Attic Trusses Dead Load= 12psf Live Load = 40psf � Plus Mechanical Wind: 85 MPH Exp. B � Seismic: Site Class = � Design Category = D � Use Group = I R 6.5,2.2 Ca = 4 � �o = 3 Soil: = 1500 PSF, Assumed bearing capacity � = 38 PCF, Assumed Active Fluid Pressure 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction "�"� = 110 PCF, Assuined Soil Density ir Lumber: 2x > 4x = #2DF 6x > _ #1 DF � GLB _ 24f-v4 for sitnple span — 24f-v8 for cont. and cantilever. Concrete: f c = 2500psi � Rebar = Grade 60 ' � � � LATERAL DESIGN � � Wlnd LOading: Simplified(ASCE 7-05 Section 6.4) �" ps = �Kn�WPSso ��' Wind Speed 85 mph Exposure B � Roof Pitch 5:�2 � = 1 � Kn= � 1 = 1 pS30 = 10 (Roof) � 12.8 {Wall) ps= 10.0 (Roo� � 12.8 (Wall) � Seismic Design Category - Conterminous 48 States Latitude = 46.9461, Longitude = -122.62449 MCE MAP VALUES � Short Period Map Value - Ss = 117.3% g 1.0 sec Period Map Value - S1 = 37.3% g RESIDENTIAL DESIGN INFORMATION � Short Period Map Value - Ss = 117.3% g Soil Factor for Site Class D - Fa = 1.03 Residential Site Value = 2/3 x Fa x Ss = 80.6% g � Residential Seismic Design Category = D1 � Seismic Loading: Section 12.4,12.8�BC Eh=pQh Qh=V p=1.3 � V= CSW CS=Sos/1.4R � E=(1.3Sps/1.4R)W Sos 0.806 � R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) � V= 0.115 Wt. (Wood Shear Wall) V= 0.461 Wt. (Cantilever Column) � 1 � o a o o � � O o y / �� J � � � � � � � 0 0 0 � � � �------_____� � o � � o 0 � 0 � � � � � o � 0 � � � � � � � � � � � O �� n Q � � � � O � nI' O O �i � � � O O O � � f a a a o � n � 4:� � � � � One Sto Wind to Diaphra m rY 9 � Wind Main Plate Height 10 Roof 10 Walis 12.8 � Diaphragm � Roof Ht. Gable Ht. Wind Load Length Total Load 1-2 Roof 0 3.5 44.8 8.0 358.4 � 2-3 Roof 7 0.0 134.0 11.0 1474.0 � 3-4 Roof 11 0.0 174.0 35.0 6090.0 � 4-5 Roof 11 0.0 174.0 53.5 9309.0 � 5-6 Roof 11 0.0 174.0 54.5 9483.0 � 6-7 Roof 11 3.5 44.8 8.0 358.4 � SUM 27072.8 Roof Ht. Wind Load Length Total Load A-B Roof 5.5 0.0 71.0 25.0 1775.0 � B-C Roof 11 0.0 174.0 54.0 9396.0 � C-D Roof 5.5 0.0 119.0 32.0 3808.0 � � �� t ��C� SUM 14979.0 � �� `�� t� �j.y�. l'v� 1�!�� 1� I � � � � � a �!I��Li jI j�� '� ��-1� �'t�1� ►� �'o� � r Z,�'� Z°�,t,�� 1� . �-� G� ` ��, h�� ; I� ` �� `��'� � - �, �.��1 . 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O N ] U �!J W �j � r � N > N � C - L @ O m U O O O > � O O O > _ � L O m O O O (+j �fj O � F- � � � N S � N II �I II m � s L a � m m � a� _ = 2 � � � � � � o o � o � � LL � � N C � � N t°) � � X � O O � � � � � Q � O - M u� � (6 N ..T. Q m �n o 0 0 N @ N N � � � O � O � � O O LO N N N d. N � � r � � O m .- CO L II II II � U � S = _ _ = O O O Q (n (n (n (n � � r � O � x x x x N N (`� c`� � h I� O� � � l9 l9 @ (6 � � � Q (V [O N W N d' Q' � � � � � r= � J � Q m U 0 , � � TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double � and 3x plates spaced as shown on the drawings. AB's shall have 7"of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. At existing foundation use 5/8" diameter Simpson Titen HG bolts with � minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior � exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings ar below. � All nails shall be 8d or l Od common(8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco � MD23 I�Tails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. � Hold downs are Simpson"Strong Tie"and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company"Kant-Sag"that have ICBO approval can be substituted in place of Siinpson hold downs. All floor systems must be blocked solid below � member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a"squash block". � All double and triple studs shall glued and nailed together with lOd's at 3" o.c. for each layer. A114x studs are to be#2 DF and all 6x studs are to be#1 DF when used for hold downs and shear walls. � All fasteners in contract with pressure treated lumber shall be zinc coated in accardance with ASTM B 695,Class 55 minimum. Fasteners exposed to weather must meet the requirements � of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being � used. See Section 2304.9.5 of the 2009 IBC for additional infonnation. � ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. �, NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. � SHEAR WALL SCHED ULE � sheathing nailed with 10d's at 6" on center all edges. � t i � � HOLD DOWNSCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all � structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing � requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing � for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0"pieces of longitudinal rebar at this location. � OHDZI2 attaches to concrete foundation with a Siinpson SSTB 16. HDU2 attaches to � double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. � � ' � � � � � 1 t I 1 � C1 � I I I I 1 1 I I � - I I I I I I I I I I I 1 � ' _ -_- ILI- - - - -1�- --_ � - _ � i � � � � � � � � � � III I � _ - - � � � � � � � � _ _ � _ I � _ _ . � � � � � � � � _ - I � _ _ _ � � , � � � � � � �— _ - - � - - _- – — _ _______ � a � � �i � � � -�, � � ��. � � ------- g _ a � � � � � � � � ; � a � - �-----�--- � Titie Block Line 1 Project Title: You can changes this area En�l�eg�: Project ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& � Title Block"selection. Title Block Line 6 N�i��c�ia u a zo�:,�o aoar.� --- ----.._ ___- ------ --- -- _ -- - - ----- - ---- - -- ' MU�tlp�@ .�IfYlp�@ B@I�III File=C:IDOCUME-11HAROlD-tIMYDOCU-11ENERCA-AKIDSKA-1.EC6 � � ENERCA�C,INC.1983-2013,Build:6.t3.5.2,Ver:6.13.5.2 . . . -.8 �5.E 1:6. ::.._ ,.._ . . . .� . . , � . ., . .. �.. a.v�. - :._....._ . � _ ... .. . -.: Description : Roof Framing Wood Beam Design : A _-_-- _ -.- -____ ---- -- __ ---_- Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 � BEAM Size : 5.5x18, GLB, Fully Unbraced �„ Using Allowable Stress Design with 20091BC8ASCE7-05 Load Combinations, Major Axis Bending Wood Species: OF1DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi � Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,8.0 ft to 24.0 ft,Trib=15.0 ft � Point: D=0.90, S=1.50 k@ 8.0 ft Unif Load: D=0.0->0.0940, S=0.0->0.1560 klft,0.0 to 8.0 ft Design Summary Max fb/Fb Ratio = 0.714: � I� D 0.0.0 0940)S(0 0 0.1560��,=;��, I fb:Actuai: 1,854.85 psi at 11.600 ft in Span#1 I �� . . ♦ D(02250)5(0.3750) I � Fb:Allowable: 2,596.77 psi �---- -- - _----- ° Load Comb: +D+S+H i Max fv/FvRatio= 0.326: 1 � za.o e, S.eX�a � ' fv:Actual: 99.37 psi at 22.560 ft in Span#1 j � Fv:Allowable: 304.75 psi 'i _ i Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.613 in Downward Total 0.980 in Left Support 2.09 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.78 4.64 Live Load Defl Ratio 470 >240 Total Defl Ratio 293 >240 � Wood Beam Design : A $ Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 5.5x13.5, GLB, Fully Unbraced Using Allowable Stress Design with 20091BC&ASCE7-05 Load Combinations, Major Axis Bending � Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prli 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads � Unif Load: D=0.0150, S=0.0250 klft,Trib=6.250 ft Design Summary Max fb/Fb Ratio = 0.484• � D(0.09375)SlO.�SE3) fb:Actual: 1,292.93 psi at 12.000 ft in Span#1 ! � _ � � � � ' Fb:Allowable: 2,672.56 psi --- II � Load Comb: +p+g+H j ________ - - Max fv/FvRatio= 0.180: 1 2a.o n, s.sXi s.s ` I fv:Actual: 54.95 psi at 22.880 ft in Span#1 I i Fv:Allowable: 304.75 psi ' I Load Comb: +D+g+H Max Deflections � Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.578 in Downward Total 0.924 in Left Support 1.13 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.13 1.88 Live Load Defl Ratio 498 >240 Tota�Defl Ratio 311 >240 Wood Beam Design : C � Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 � Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft � Design Summary -- Max fb/Fb Ratio = 0.5$0• � D 0 0750)S D 1250 fb:Actual: 581.82 psi at 5.000 ft in Span#1 � - - -'- � Fb :Allowable: 1,003.48 psi � � Load Comb: +D+S+H � � � Max fvlFvRatio= 0.164: 1 fv:Actual: 32.00 psi at 9.400 ft in Span#1 �0.o ft, sxa Fv:Allowable: 195.50 psi �_ _� Load Comb: +D+S+H Max Deflections � Max Reactions (k) D � �r S w E H Downward L+Lr+S 0.112 in Downward Total 0.180 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 1066 >240 Total Defl Ratio 666 >240 ' Title Block Line 1 ProjeCt Title: � You can changes this area E��If18@f: Project ID: �r using the"Settings"menu item Pro�ect Descr: and then using the"Printing 8 � Title Block"selection, Title Block Line 6 �, te::�� N��.,i�,o�� __..___. .. ___...�_�____—_.._. __------------ ---_ --__... __ _- -— _ --- -- _ ___ _—_ .. � Mll�tlp�@ �JIIYIp�@ gec�ill F�Ie=C:1DOCUME-1\HAROLD-71MYDOCU-1lENERCA-11KIDSKA-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.5.2 �.��..a• �, R : � ,.;. _. ,: �, , > -: -- - . --- ----- —— -- — -- ---—_---- --—-- — Wood Beam Design . D Calculations per 2005 NDS,IBC 2009,CBC 201Q ASCE 7-05 � BEAM Size : 6x8, Sawn, Fully Unbraced --- ---- - -- Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi � Applied Loads Unif Load: D=0.0150, S=0,0250 k/ft,Trib=5.80 ft Design Summary — - Max fb/Fb Ratio = 0.673; � � o�o oa�o�s�o iaso� � �- �.- : _ ' — __ � . ----� ' fb:Actual: 674.91 psi at 5.000 ft in Span#1 �i � Fb:Allowabie: 1,003.48 psi � I LoadComb: +p+g+H - - - - i Max fv/FvRatio= 0.190: 1 I �= '.� � fv:Actual: 37.12 psi at 9.400 ft in Span#1 I �o.on, sxa '�� Fv:Allowable: 195.50 psi , Load Comb: +p+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.130 in Downward Total 0.209 in Left Support 0.44 0.73 Upward L+Lr+S 0.000 in Upward Total 0.000 in � Right Support 0.44 0.73 Live Load Defl Ratio 919 >240 Total Defl Ratio 574 >240 Wood Beam Design : E Caiculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x8, Sawn, Fully Unbraced � Using Aliowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prli 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-�cx 470 ksi � Applied Loads . Unif Load: D=0.0150, S=0.0250 k/ft,Trib=28.0 ft Desiqn Summal�/ ' — oro azo�so�o� Max fb/Fb Ratio = 0.811 : � ' `-------_'------�-----�--- -� I � fb:Actuai: 814.55 psi at 2.500 ft in Span#1 ', , - — — � Fb:Ailowable: 1,004.90 psi �'� ��I ( �� LoadComb: +D+S+H � � Max fv/FvRatio = 0.392: 1 � � fv:Actual: 76.70 psi at 4.383 ft in Span#1 I � Fv:Allowable: 195.50 psi s.on, exe Load Comb: +p+g+H Max Deflections Max Reactions (k) D L �r S W E H Downward L+Lr+S 0.039 in Downward Total 0.063 in Left Support 1.05 1.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 1.75 Live Load Defl Ratio 1524 >240 Total Defl Ratio 952 >240 � ' 1 � � r r � Title Block Line 1 Project Title: You can changes this area En�ineer: Project ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& � Title Block"selection. t Title Block Line 6 �-„��;��i�ur��oi� a�a.�Era ---- --------- ---__-------- ------ --- ------ ------ - - ---�. � St@@I COIUrllrl File=c:1DOCUME-11HAROlD-11MYDOCU-1\ENERCA-1iKIDSKA-i EC6 � � • � ' a..e-�:a� ENERCALC,INC.1983-2013,Build:6.13 5 2,Ver.613.5.2 Description: Back Covered Play area post Code References � Caiculations per AiSC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-05 General lnformation � Steel Section Name: HSS6x6x1/8 Overall Column Height 10.0 ft Analysis Method: Aliowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: � Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-05 Y-Y(depth)axis: Fuily braced against buckling along Y-Y Axis � Applled L08dS Service loads entered. Load Factors wiii be applied for calculations. Column self weight included:98.504 Ibs'Dead Load Factor AXIAL LOADS... � Beam B:Axial Load at 10.0 ft,D=1.130,S=1.880 k Beam A:Axial Load at 10.0 ft,D=2.090,S=3.490 k BENDING LOADS... Lat.Point Load at 10.0 ft creating Mx-x,W=0.4440 k � DESIGN SUMMARY Bending 8�Shear Check Resuits PASS Max.Axial+Bentling Stress Ratio = 0.4512 : 1 Maximum SERVICE Load Reactions.. Load Combination +p+W+H Top along X-X 0.0 k 1�' Loca6on of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:A�cial 3.319 k Bottom along Y-Y 0.4440 k Pn I Omega:Ailowable 74.371 k Ma-x:Applied -4.440 k-ft Maximum SERVICE Load Deflections... �, Mn-x/Omega:Allowabie 10.116 k-ft Along Y-Y 0.5661 in at 10.Oft above base Ma- A lied for load combination:W Only Y� PP 0.0 k-ft � Mn-y/omega:Altowabie 10.116 k-ft Afong X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02049 :1 Load Combination +p+W+H � Location of max.above base 0.0 f( At maximum location values are... Va:Applied 0.4440 k Vn/Omega:Allowable 21.671 k Load Combination Results � Maximum Axial+Bendin4 Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location �„ D Only 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+(-�+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft *�+S+H 0.117 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+H 0.099 PASS 0.00 fl 0.000 PASS 0.00 ft � +p+Nr+H 0.461 PASS 0.00 ft 0.020 PASS 0.00 ft +D+0.70E+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.351 PASS 0.00 ft 0.015 PASS 0.00 ft � +D+0.750L+0.750S+0.750W+H 0.379 PASS 0.00 ft 0.015 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.099 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.452 PASS 0.00 ft 0.020 PASS 0.00 ft � +0.60D+0.70E+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft ' � Title Block Line 1 Projeci Title: You can changes this area En�ineer: Proiect ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& � Title Block"selection. TitleBlockLine6 N��otea:,3autiao,e, �aa•rn ---___- ------__.---- -_._.___----._ __,_.._ __---- ---- ---- -- --- -- - _____ � St@@� CiO�Uf7111 Fde=c:1DOCUME-11HAROLD�IIMYDOCU-flENERCA-11KIDSKA 1.EC6 ENERCALC,iNC.1983-2013,Builtl:6.13.5.2,Ver:6.13.5.2 � _ �:s�:�� s.: � �, , DeSCription: Back Covered Play area post Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. � - - X-X Axis Reaction _ Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 3.319 k S Only k k 5.370 k � W Only k -0.444 k k D+S k k 8.689 k �+W k -0.444 k 3.319 k � Maximum Deflections for Load Combinations_Unfactored Loads --___ - - Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft � W Only 0.0000 in 0.000 ft 0.566 in 10.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.560 in 9.933 ft Steel Section Properties : HSS6x6x118 � Depth = 6.000 in I xx = 15.50 in^4 J = 23.900 in^4 � S�c 5.15 in^3 Width = 6.000 in R xx = 2.390 in Wall Thick = 0.125 in Zx = 5.920 in"3 � Area = 2.700 in^2 I yy = 15.500 in^4 C = 8.030 in"3 Weight 9.850 plf S yy 5.150 in^3 R yy = 2.390 in � Ycg = 0.000 in � � _ __ _...._. _ _ _ _ _ _. _ __ _ Maeo�Loads f .�� °'�I� ' [ ` � � �' `.� k:� � � + I i' i j, h�� i:� � � �.� o, �� Load 2 �� X o �I ' ,'� �� !� �; u l �,j 4 L .�1 �' �I �i NI � �� I i � � { ^i �� , � I..._... .. -.:- . � , .. '� I : �': Y � II� 6.00in Loads are total entered value.Arrows do not reflect absolute direction. ' � _ __ _ _ '_ __ _ _ __ __ � � , � Title Block Line 1 Project Title: You can changes this area En�ineer: Project ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& � Title Block"selection. ��;�,e�,�3�ur,zoi3 TItl2 BIOCk Lin26_g,_.__________ "" Fde=c:iDOCUMEENERCA�Lp INCY1983-2013�Buid:6.135.�� aa9Frf ------— -- _ _-------- Pole Footin Embedded in Soil �'.E�- � 6.13.5.2 � r... v`.�;� 1'.6.{;E° . ' Descnption: --None Code References � Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-05 General lnformation � Pole Footing Shape Circular Footing Diameter............ 24.0�� P°^"°� Ca�culate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface � Allow Passive. . .. . .. .. ......... 150.0 pcf Max Passive..... .. ......... ... 1,500.0 Psf � Controlling Values � Goveming Load Combination: +p+�l�l+}� Lateral Load 0.4440 k Moment 4.440 k-ft � Restraint @ Ground Surface Pressure at Depth � Sal Surface Surface Latere ResValnt Actual 718.0 Psf '"' '` `" `= , —�_ '_ '� '_ '_ Allowable 723.19 Psf _ �: � (_; !� ( � ; � i � Surface Retraint Force 3,04676 Ibs � � ° - �� = � ' F - ----�— — � _ �� ---_ _ _ __ ._ '� Minimum Required Depth 3.625 ft � `�� f_ � �`.°�"�� -- �— � _... : � Footing Base Area 3.142 ft^2 �J Maximum Soil Pressure 2.766 ksf Footing Diameter=2-0" � Applied Loads Lateral Concentrated Load lateral Distributed Load Applied Moment Vertical Load D:Dead Load k k/ft k-ft 3.320 k Lr:Roof Live k k/ft k-ft k � L:Live k k/ft k-ft k S:Snow k k/ft k-ft 5.370 k W:Wind 0.4440 k k/ft k-ft k � E:Earthquake k klft k-ft k H:Lateral EaRh k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 10.0 ft ft � BOTTOM of Load above ground surface ft Load Combination Results Forces @�round 5urface Required Pressure at Depth Soil Increase � Load Combi�ation Loads-(k) Moments-(ft-k) Depth-(ft) Actua�-(ps� Allow-(psfl Factor +D+S+H 0.000 0.000 0.13 0.0 18.8 1.000 +p+1/V+H 0.444 4.440 3.63 718.0 723.2 1,330 � +D+0.750L+0.750S+0.750W+H 0.333 3.330 3.38 621.2 673.3 1.330 +0.60D+W+H 0.444 4.440 3.63 718.0 723.2 1.330 ' � '