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HomeMy WebLinkAboutB10-1400 000-000-000STRUCTURAL CALCULATIONS Rancho Job #16-125 Calculation Index: • Project Layout • Gravity Analysis • Beam Analysis • Column Analysis • Footing Analysis • Trex Elev. Span Chart • Stair Tread Info. Revision Summary: Rev. 0 for Unaemann Deck 35 Jessica Way Cohasset, CA Page # 1 G1 131-132 C1-C6 F1 -F6 T1 S1 SEP 1S2016 DEVELOPMENT SERVICES 210 1q00 PERMIT " I &4CO 07/26/16 Initial Issue BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMP CE DATEVCl^ BY 0 This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc.. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in ~\, this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com 61 Description : B1 rF,� Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 i Ypuw^; Materta� Pro erilesryr .. "„ ,. 71177- ,t> a, 4+r,� ,„ Analysis Method: Allowable Strength Design tl Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 o.o9a III aS� b •f }L,v� .�*'^(. 1 Si. d'Jb,A rs .k f: ' s n r k x ,.p. i,y, Span = 9.250 ft Span = 5.50 ft C8x11.5 c8x11.5 ° ' � * �'�,�w�� 4 Service loads entered. Load Factors will be applied for calculations. �I@d 08CiS $rrr�,:�*��h ��•.,��t1nu���.�'^rs��� n�,P�� pp Beam self weight NOT intemally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, L = 0.0470 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width =1.50 ft Maximum Bending Stress Ratio = 0.075: 1 Maximum Shear Stress Ratio = 0.024 :1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma: Applied 1.361 k -ft Va : Applied 0.7669 k Mn / Omega : Allowable 18.245 k -ft Vn/Omega : Allowable 31.617 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 0.000ft Location of maximum on span 9.250 ft Span # where maximum occurs Maximum Deflection Span # 2 Span # where maximum occurs CCOAVpan # 1 Max Downward Transient Deflection 0.010 in Ratio = 13,885 DN'SloN Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ULUJNG Max Downward Total Deflection 0.017 in Ratio = 7958�� ®\ !i P Max Upward Total Deflection -0.000 in Ratio = <180 Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm . Va Max Vnx Vnx/0mega +D+H Dsgn. L = 9.25 It 1 0.019 0.007 0.23 -0.45 0.45 40.13 24.03 2.16 1.00 0.23 52.80 31.62 Dsgn. L= 5.50 It 2 0.025 0.005 -0.45 0.45 30.47 18.24 1.00 1.00 0.17 52.80 31.62 +D+L+H Dsgn. L = 9.25 It 1 0.061 0.024 0.83 -1.36 1.36 37.28 22.32 1.95 1.00 0.77 52.80 31.62 Dsgn. L = 5.50 ft 2 0.075 0.016 -1.36 1.36 30.47 18.24 1.00 1.00 0.50 52.80 31.62 +D+Lr+H Dsgn. L = 9.25 It 1 0.019 0.007 0.23 -0.45 0.45 40.13 24.03 2.16 1.00 0.23 52.80 31.62 Dsgn. L = 5.50 it 2 0.025 0.005 -0.45 0.45 30.47 18.24 1.00 1.00 0.17 52.80 31.62 +D+S+H Dsgn. L = 9.25 ft 1 0.019 0.007 0.23 -0.45 0.45 40.13 24.03 2.16 1.00 0.23 52.80 31.62 Dsgn. L = 5.50 ft 2 0.025 0.005 -0.45 0.45 30.47 18.24 1.00 1.00 0.17 52.80 31.62 +D+0.750Lr+0.750L+H Dsgn. L = 9.25 It 1 0.050 0.020 0.68 -1.13 1.13 37.84 22.66 1.98 1.00 0.63 52.80 31.62 Dsgn. L = 5.50 ft 2 0.062 0.013 -1.13 1.13 30.47 18.24 1.00 1.00 0.41 52.80 31.62 +D+0.750L+0.750S+H Dsgn. L = 9.25 ft 1 0.050 0.020 0.68 -1.13 1.13 37.84 22.66 1.98 1.00 0.63 52.80 31.62 Dsgn. L = 5.50 ft 2 0.062 0.013 -1.13 1.13 30.47 18.24 1.00 1.00 0.41 52.80 31.62 +D+0.60W+H Dsgn. L = 9.25 ft 1 0.019 0.007 0.23 -0.45 0.45 40.13 24.03 2.16 1.00 0.23 52.80 31.62 Dsgn. L = 5.50 It 2 0.025 0.005 -0.45 0.45 30.47 18.24 1.00 1.00 0.17 52.80 31.62 BUTTE p VISt�N 50ALE = N.T.5. JOB # 16-1:25 5550 Skyway, Ste. C LINOEMANN DECK CHO Paradise, CA c5Cf6a 55 JESSICA WAY Phone/Fax: COHA55ET, CA .eenng (550) 8-1-7-5-100 PROJECT LAYOUT 3Z Description : Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p+0.70E+H Dsgn. L = 9.25 ft 1 0.019 0.007 0.23 -0.45 0.45 40.13 24.03 2.16 1.00 0.23 52.80 31.62 Dsgn. L = 5.50 ft 2 0.025 0.005 -0.45 0.45 30.47 18.24 1.00 1.00 0.17 52.80 31.62 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 9.25 It 1 0.050 0.020 0.68 -1.13 1.13 37.84 22.66 1.98 1.00 0.63 52.80 31.62 Dsgn. L = 5.50 It 2 0.062 0.013 -1.13 1.13 30.47 18.24 1.00 1.00 0.41 52.80 31.62 +D+0.750L+0.750S+0.450W+H Dsgn. L = 9.25 ft 1 0.050 0.020 0.68 -1.13 1.13 37.84 22.66 1.98 1.00 0.63 52.80 31.62 Dsgn. L = 5.50 ft 2 0.062 0.013 -1.13 1.13 30.47 18.24 1.00 1.00 0.41 52.80 31.62 +D+OJ50L+0.750S+0.5250E+H Dsgn. L = 9.25 It 1 0.050 0.020 0.68 -1.13 1.13 37.84 22.66 1.98 1.00 0.63 52.80 31.62 Dsgn. L = 5.50 ft 2 0.062 0.013 -1.13 1.13 30.47 18.24 1.00 1.00 0.41 52.80 31.62 +0.60D+0.60W+0.60H Dsgn. L = 9.25 It 1 0.011 0.004 0.14 -0.27 0.27 40.13 24.03 2.16 1.00 0.14 52.80 31.62 Dsgn. L = 5.50 ft 2 0.015 0.003 -0.27 0.27 30.47 18.24 1.00 1.00 0.10 52.80 31.62 +0.60D+0.70E+0.60H Dsgn. L = 9.25 ft 1 0.011 0.004 0.14 -0.27 0.27 40.13 24.03 2.16 1.00 0.14 52.80 31.62 Dsgn. L = 5.50 ft 2 0.015 0.003 -0.27 0.27 30.47 18.24 1.00 1.00 0.10 52.80 31.62 01+rall azimum pefleo'ns,F„ 4; r I ,YrsI=A1,,1 Load Combination Span Max. "--" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0105 3.996 0.0000 0.000 +D+L+H 2 0.0166 5.500 L Only -0.0001 0.352 1% ticalWOMC loEls � �,r Support notation : Far left is #1 Values in KIPS 4, , , Y, I Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.473 1.262 Overall MINimum 0.082 0.239 +D+H 0.136 0.399 +D+L+H 0.473 1.262 +D+Lr+H 0.136 0.399 +D+S+H 0.136 0.399 +D+0.750Lr+0.750L+H 0.388 1.046 +D+0.750L+0.750S+H 0.388 .1.046 +D+0.60W+H 0.136 0.399 +D+0.70E+H 0.136 0.399 +D+0.750Lr+0.750L+0.450W+H 0.388 1.046 +D+0.750L+0.750S+0.450W+H 0.388 1.046 +D+0.750L+0.750S+0.5250E+H 0.388 1.046 +0.60D+0.60W+O.60H 0.082 0.239 +0.60D+0.70E+0.60H 0,082 0.239 D Only 0.136 0.399 Lr Only L Only 0.337 0.863 S Only W Only E Only H Only 100\9 0\j ??� CI Description: C1 I r =rte rte" pel �, Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Steel Section Name: HSS3-1/2x3-1/2x1/8 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X -X Axis Load Combination : ASCE 7-10 Y -Y depth) axis: Fu y braced against buckling along Y -Y Axis �TWW-I2d5 ��" .��'ti`. 'a. �,„�„ "„ t ,�;+, Service loads entered. Load Factors will be applied for calculations. Column self weight included : 50.490 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 0.60, L = 2.291 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.08861 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... To alon Y Y 0 0 k Pa: Axial 2.941 k Bottom along Y Y 0.0 k Pn / Omega: Allowable 33.198 k Ma -x: Applied 0.0 k -ft Maximum SERVICE Load Deflections ... Mn -x / Omega : Allowable 3.467 k -ft Along Y -Y 0.0 in at O.Oft above base for load combination : Ma -y :Applied 0.0 k -ft Mn -y/ Omega: Allowable 3.467 k -ft Along X -X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 :1 V� -r( Load Combination Location of max.above base 0.0 ft BuTTEG pkv1Sliot4 At maximum location values are ...paN Va:Applied 0.0 k Vn / Omega Allowable 0.0 k �D Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status ' Location +D+H 0.020 PASS 0.00 it 0.000 PASS 0.00 ft +D+L+H 0.089 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.071 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750L+0.750S+H 0.071 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.70E+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.071 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.071 PASS 0.00 It 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.071 PASS 0.00 It 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft maq.woy m•a .are d� 4, wry ilaXlmum�.ieaCtlonS .��w, �" ��� ���,',,�,��� MOO 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+H k k 0.650 k I CZ- Description: Z Description: C1 a N{27jitriii1712aOF1C Rad . 2�„ " , '�°ir. ��';; 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+L+H k k 2.941 k +D+Lr+H k k 0.650 k +D+S+H k k 0.650 k +D+0.750Lr+0.750L+H k k 2.369 k +D+0.750L+0.750S+H k k 2.369 k +D+0.60W+H k k 0.650 k +D+0.70E+H k k 0.650 k +0+0.750Lr+0.750L+0.450W+H k k 2.369 k +D+0.750L+0.750S+0.450W+H k k 2.369 k +D+0.750L+0.750S+0.5250E+H k k 2.369 k +0.60D+0.60W+0.60H k k 0.390 k +0.60D+0.70E+0.60H k k 0.390 k D Only k k 0.650 k Lr Only k k k L Only k k 2.291 k S Only k k k W Only k k k E Only k k k H Only k k k re»^*�^^+a^� Maximum De for�Liaa Co _eci<ions : nat;lons. �� �• � ���,�`� � ;, Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+S+H 0.0000 In 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+0,60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 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 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Bv�L°ANG �j C� Description : C1 HSS3-112x3-112x118 Depth = 3.500 in I xx = 2.90 in^4 J = 4.580 in^4 S xx = 1.66 in"3 Width = 3.500 in R xx = 1.370 in Wall Thick = 0.125 in Zx = 1.930 in^3 Area = 1.540 in"2 1 y = 2.900 in"4 C = 2.650 in^3 Weght = 5.610 pif S yy = 1.660 in"3 R yy = 1.370 in Ycg = 0.000 in x 2Wk m Loads are total entered value. Arrows do not reflect absolute direction. BUTTE C0\JVV v��O1NG OXV�S1OtA �q Description: C2 Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Gd 06is !M'W"%M Steel Section Name: HSS3x1-1/2x1/8 Overall Column Height 5.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X -X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X -X Axis Load Combination ASCE 7-10 Y -Y (depth) axis: Fully braced against buckling along Y -Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included: 17.40 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 5.0 ft, D = 0.30, L = 0.60 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.04452 1 Maximum SERVICE Load Reactions - Load Combination +D+L+H Top along X -X 0.0 k Location 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 Axial 0.9174 k Bottom along Y -Y 0.0 k Pn Omega: Allowable 20.608 k Maximum SERVICE Load Deflections ... Ma -x: Applied 0.0 k -ft Along Y -Y 0.0 in at 0.0ft above base Mn -x /Omega: Allowable 1.608 k -ft for load combination: Ma -y: Applied 0.0 k -ft Mn -y /Omega: Allowable 0.9880 k -ft Along X -X 0.0 in at 0-0ft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft 60-T-fe COUNV At maximum location values are ... j3t3jj_t)jNG Va: Applied 0.0 k Vn Omega: AllowableP 0.0 k aL�adN407 WM370 Maximum Axial Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 fit +D+Lr+H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L-t0.750S+0.450W+H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.760L+0,750S+0.6250E+H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum CUR= 370,12,21-7, ksi g 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+H k k 0.317 k C5 Description : C2 gO fie 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+L+H k k 0.917 k +D+Lr+H k k 0.317 k +D+S+H k k 0.317 k +D+0.750Lr+0.750L+H k k 0.767 k +D+0.750L+0.750S+H k k 0.767 k +D+0.60W+H k k 0.317 k +D+070E+H k k 0.317 k +D+0.750Lr+0.750L+0.450W+H k k 0.767 k +D+0.750L+0.750S+0.450W+H k k 0.767 k +D+0.750L+0.750S+0.5250E+H k k 0.767 k +0.60D+0.60W+0.60H k k 0.190 k +0.60D+0.70E+0.60H k k 0.190 k D Only k k 0.317 k Lr Only k k k L Only k k 0.600 k S Only k k k W Only k k k E Only k k k H Only k k k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H, 0.0000 in 0.000 ft 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft gO fie w Description : C2 S ee SeRrtEeS, : HSS3x1.112x1/8 Depth = 3.000 in I xx = 1.06 in^4 J = 0.886 in"4 S xx = 0.71 in^3 Cw = 0.92 in"6 Width = 1.500 in R xx = 1.050 in Wall Thick = 0.125 in Zx = 0.895 in"3 Area = 0.956 in"2 I yy = 0.355 in"4 C = 0.920 in"3 Weight = 3.480 plf S yy = 0.474 in^3 R yy = 0.610 in Zy = 0.550 in^3 Ycg = 0.000 in till p NAS1014 gvlL�� �o� A�� �t Description : F1 rNrl`'21 n/a r'� '?4.5 .5.. 'A' r'1•L' ' '" �IIIIIII Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 =—+� • ^III -1111111 So �� 35a. f.?a�3i..r; �'4.`-RiS..; l�ll I�1111HIJE11111111M 111110111110 Jill 1111EIII=1111111 Number of Bars = Load Combinations Used : IBC 2012 k Gen1!: � �, eral irafarrll�#>lon � �"_ � •j # 4 Material Properties Bars parallel to Z -Z Axis Soil Design Values _ ': ':,` ,p,•' fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth ft Footing base depth below soil surface = Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater that= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No L'RwRrSFRr,4.�' �btmensions,;, a' y ply d r,.`tgipN Width parallel to X -X Axis = 1.5 ft Length parallel to Z -Z Axis = 1.5 ft Footing Thicknes = 12 in T Pedestal dimensions... px : parallel to X -X Axis = in pz: parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Z M n cD v gvrTE couNv gvll.DING DIVI'`D" SPF((); Bars parallel to X -X Axis n/a r'� '?4.5 .5.. 'A' r'1•L' ' '" �IIIIIII 1111111191111 111111 =—+� • ^III -1111111 So �� 35a. f.?a�3i..r; �'4.`-RiS..; l�ll I�1111HIJE11111111M 111110111110 Jill 1111EIII=1111111 Number of Bars = 2 k Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Applied Loads',, , fi, . ,l, 0° � ,+ :k XF ,�° ,� _ ': ':,` ,p,•' I :- ;.c" ;�.'`' `',<` ::; -''' Number of Bars = 2 __ IIIIIhIIII ' `r: f .a4 ,_ ^ a; `: r.= ;< 11111111 111111 illllllll_ : r`r� • '' r ; : • •.fx ,. ,.. III0IIIIIIIL Reinforcing Bar Siz( # 4 _ .`s':.�^•.,;�_•�+�'�•�•�,�•�S.. i.� 1 .+���..,y: �S.u�'Si '::: `Saws"y;,' _ ksf `�"'`''.. _III Bandwidth Distribution .4.4.2 '' " (ACI 5 k (A I 1 ) Direction Requiring Closer Separation n/a r'� '?4.5 .5.. 'A' r'1•L' ' '" �IIIIIII 1111111191111 111111 =—+� • ^III -1111111 So �� 35a. f.?a�3i..r; �'4.`-RiS..; l�ll I�1111HIJE11111111M 111110111110 Jill 1111EIII=1111111 # Bars required within zone n/a k # Bars required on each side of zone n/a Applied Loads',, , fi, . ,l, 0° � ,+ :k XF ,�° ,� D Lr L S W E H P: Column Load = 0.6010 2.291 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k Description ; F1 bES/GNSCl�M)Ii/A K"Y bre"fi i C- • K .,� P> Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9533 Soil Bearing 1.430 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07797 Z Flexure (+X) 0.5484 k -ft 7.033 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.07797 Z Flexure (-X) 0.5484 k -ft 7.033 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.07797 X Flexure (+Z) 0.5484 k -ft 7.033 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.07797 X Flexure (-Z) 0.5484 k -ft 7.033 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 10.155 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H v e01j NG ovIS�OrA �pP i�s Description: F2 r+,�, d i R8 @ri C@S+ 11771, 9d'« Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 = 0.0 0.0 Load Combinations Used : IBC 2012 0.0 0.0 0.0 t= .,-ria «`°w�-�^^+�+^mpr mm"r , •,� � x ",Genera) Informat�on •,�� �� � • " ,�� ���"x ; M-zz = 0.0 Material Properties 0.0 Soil Design Values 0.0 f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf, = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf Use ftg wt for stability, moments & shears Yes when maximum length or width Is greater thar= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 1.25 ft Length parallel to Z -Z Axis = 1.25 ft Footing Thicknes = 12 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Siz( _ # 4 ie BVD ,e eo NJ A Bandwidth Distribution Check (ACI 15.4.4.2 ) .� i:a.�,;•.. ., a.•i ta.r;::r., a,3.a.�•..,.� 35. 3...,f„•.:... 35a.�: ,•; r,..,,3.a.r::.`.-�e�"i;.•�• Direction Requiring Separation n/a F � sti % Y�. .�q � -..� � -.•� : z. � :.;.:r4:�iY�3;:.°°•,��a�:�;:f;,�..: tti, Yw;:'.:.. c'' . # Bars required within zone n/a Mill- - IiiIIIIpIIII=Iililll=lllilll # Bars required on each side of zone n/a i4 lia�s "M IF X pp a ! kI rri'Isy SI p Gni D Lr L S W E H P: Column Load = 0.3790 1.442 0.0 0.0 0.0 0.0 0.0 k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Description ; F2 00"J 7� MI B' • (1 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8733 Soil Bearing 1.310 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04111 Z Flexure (+X) 0.3453 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04111 Z Flexure (-X) 0.3453 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04111 X Flexure (+Z) 0.3453 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04111 X Flexure (-Z) 0.3453 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 5.456 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H �" A� vpe G bid! .�S Description : F3 rCa' a References PI! WMIFT. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 = 0.0 0.0 Load Combinations Used: IBC 2012 0.0 0.0 0.0 General fin--- mat -on M-zz = 0.0 Material Properties 0.0 Soil Design Values 0.0 fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footingg Depth Analysis Settings Footing base depth be (ow soil surface = 0.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar= 0.0 It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 1 ft Length parallel to Z -Z Axis = 1 ft Z Footing Thicknes = 12 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Re nfngy 'cM E 77 I M Bars parallel to X -X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Siz( _ # 4 Nv ;U1LD1 X? P�Ov m CL n (D v Cn .-4- a Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a „'; i. ;?;:.,,xr. IIIIVII_II==IIIIIIIi iY;,A "?': ;;;;, "?`:•,, ;;, IIIIIIIIIIII # Bars required within zone n/a " " - '"' - '° . "' # Bars required on each side of zone n/a 1111111111111- - I ' IIIIIslllllllhll X1191111= II m I - IIIIIIIIIII D Lr L S W E H P: Column Load = 0.340 0.0 0.80 0.0 0.0 0.0 0.0 k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k W Description: F3 "DESIGN Sl�ll�l�iA���,��,' �,s G �� �'� • - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8567 Soil Bearing 1.285 ksf 1.50 ksf +D+L+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02024 Z Flexure (+X) 0.2110 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02024 Z Flexure (-X) 0.2110 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02024 X Flexure (+Z) 0.2110 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02024 X Flexure (-Z) 0.2110 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1 way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 2.279 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H BUTTE Cp�VISlO� BUILQjNG®VE AV I - -T l TREX ELEVATIONSTM SPAN CHART 50 PSF TOTAL LOAD TABLE E-50 RESIDENTIAL - Table Instructions: I Enter the table with a joist span and cantilever length, then read the maximum allowable box beams an. MAXIMUM BOX BEAM SPAN DOUBLE BOX BEAM BETWEEN POSTS ys L t a NOTES.- 1. OTES:1. AN bads and bad combinations are determined using ASCE 7-05. DL -Dead Load, LL-Uve Load. SL -Sri- Load. When LLVSL, the total bad (TL) is 1.2DLN 55Lt0.5LL, otherwise TL-1.2DL0.61140.551- 2. Leads used to produce the tables above am as follows: DL -1 Opal, LL-40psf, SL-Opsf. 3. Deflection limits for Joists aro determined using IBC -2009 Section R505, Steel Floor Framing. Joists - Live bad defection Is limited to U480, bell defleUbn is limited to L240, Orem L Is the span length, Box Beams - Uve load deflection is limited to U360, total da6action is limited! to L28, whom L is the span length. 4. Gray areas In tables Indicate instances where the Joists do not backsparl lwlce the cantilever distance or Whom the maximum Joist span Is axcseded. 5. Grey areas are estabilhod based on 12 in. O.C. I** capacity. S. A partial list of section properfles for each member is provided In Ore Trex Elevations Dock Framing f Inspection Details Table. 7, Joist and box beam capacity are determined with AISIS100-07 (LRFD). S. Joist yield stress is assumed as 33ksi. 9. Box beam yield Stress Is assumed as SDksi. 10. B a box beam is supported by more than two posts, than, its span selected above Mould be multiplied by 0.85 for a single box beam and 0.90 for a doubts boa beam. 11. B a box beam is provided as sn Intermediate Jotsl support, then its span selected above or modified by Note 10 should be multiplied by 0.60 for a'droppad" box beam and 0.70 for a -hull- box beam. 12. This seen chart shcuid not be used for docks located in a hurricane zona (minimum bad of 125 psf should be considered In humane zonae). gDT'TE DD td, drat gv1j_DiNG D g„g, 1.. � ,° �,qp* � ,:t�. y x y „�y _ �r -allac-. •t� -37'-6" 4}26'-0" •18'-9' S` 29'-9" 23'-8" 21'-11' 20'-8' 19'-7" 18'-1" 1T-5' 18'-11" 16'-5" 16'-0" 15'-T 15'-3' 0�y '1 1144.1 908.0 793.2 720.7 669.1 629.6 598.1 572.0 550.0 31.0 514.4 499.7 486.6 474.7 463.9 ' 2 2 1514.4 • 1 • 1488.6 V. 908.0 793.2 • 720.7 669.1 295" 598.1" 572.0• 550.0 31 0" 499.7 474.7 43 9454.0 0 �2^Wr•23'-8' 21'-11" 20'-8" 19'-7' 18'-9' 18'-1" 1T-5" 18'-11" 15.5' 18'-O' 16'-7" 15'-3' 14'-11" 14'-7" rx f 720.7 689.1 629.6 598.1 72.0 550.0 531.0 514.4 499.7 486.6 474.7 43.9 464.0 444.9 20'-8" 19'-7' 18'-9' 18'-1" 1T-5" 16'-11" 16'-5" 16'-0" 15'-7' 15'-3' 14'-11" 14'-T 14'-4' 629.8 1 598.1 572.0 550.0 31.0 514.4 499.7 86.6 474.7 43.9 454.0 444.9 436.5 "*P: 18 9" 18'-1" 1T-5" 16'-11" 16'-5' 16'-0" 15'-7" 15'-3' 14'-11" 14'-T 14'-4" 14'-1' 4' e ' 5720 550.0 31.0 514.4 499.7 486.6 474.7 463.9 454.0 1 444.9 436.5 428.7 M011,2. � '`«�: y �a �` 1514.4• 14540" 1444.9 14215 -`'"x4°'.i • • '•. f+ "- ..*�_ ': J:^ ,. „t�. 310 16'-5" 499.7" 16'-0" 86.6• 15'-7" 474.7" 15'-3" 83.9 14'-11" 14'-T 14'-4" 436.5" 14'-1" 428.7 13'-10" 13'-T • _` •� yr ;ft:..�•. '# 499.7 88.8 474.7 463.9 454.0 444.9 436.5 428.7 421.5 414.7 ts� 'ri "�`` t' { 15'-7" 15'-3' 14'-11" 14'-T 14'-4" 14'-1" 13'-10' 13'-T 13'-5" TM't06, YA?S,rJ tr '.m "'" i"•, ° 2' `et'e�° 474.7 463.9 1 454.0 444.9 436.5 428.7 421.5 414.7 408.3 ry ^+§ x". ;y+r .: t 14'-4" 14'-1' 13'-10" 13'-T 13'-5" 13'-2' �, rd, " 454.0 1 444.9 1 86.5 1 428.7 1 421.5 414.7 1 88.3 1 402.3 NOTES.- 1. OTES:1. AN bads and bad combinations are determined using ASCE 7-05. DL -Dead Load, LL-Uve Load. SL -Sri- Load. When LLVSL, the total bad (TL) is 1.2DLN 55Lt0.5LL, otherwise TL-1.2DL0.61140.551- 2. Leads used to produce the tables above am as follows: DL -1 Opal, LL-40psf, SL-Opsf. 3. Deflection limits for Joists aro determined using IBC -2009 Section R505, Steel Floor Framing. Joists - Live bad defection Is limited to U480, bell defleUbn is limited to L240, Orem L Is the span length, Box Beams - Uve load deflection is limited to U360, total da6action is limited! to L28, whom L is the span length. 4. Gray areas In tables Indicate instances where the Joists do not backsparl lwlce the cantilever distance or Whom the maximum Joist span Is axcseded. 5. Grey areas are estabilhod based on 12 in. O.C. I** capacity. S. A partial list of section properfles for each member is provided In Ore Trex Elevations Dock Framing f Inspection Details Table. 7, Joist and box beam capacity are determined with AISIS100-07 (LRFD). S. Joist yield stress is assumed as 33ksi. 9. Box beam yield Stress Is assumed as SDksi. 10. B a box beam is supported by more than two posts, than, its span selected above Mould be multiplied by 0.85 for a single box beam and 0.90 for a doubts boa beam. 11. B a box beam is provided as sn Intermediate Jotsl support, then its span selected above or modified by Note 10 should be multiplied by 0.60 for a'droppad" box beam and 0.70 for a -hull- box beam. 12. This seen chart shcuid not be used for docks located in a hurricane zona (minimum bad of 125 psf should be considered In humane zonae). gDT'TE DD td, drat gv1j_DiNG D �.•. � „ ,��5'_ � iii S .. � � � MaNICHOLSO Plank Grating Treads are a one-piece construction from formed and punched sheet metal. Most plank grating treads are lightweight and offer significantly higher slip resistant surfaces than bar grating treads. Plank treads have a variety of surface openings that are diamond, slotted or round shaped. Thay are available in plain steel, galvanized steel, stainless steel or aluminum in a variety of heights, widths and lengths. GRIP STRUTS GRIP STRUTe Plank Grating Stair Treads offer one of the most slip - resistant surfaces in the industry. The tread's surface has diamond- shaped openings with certated edges, making it slip resistant in every direction. Planks have a high strength -to -weight performance that offers a high load capacity and long life. For more details on GRIP STRUTe Plank Grating, please see page 34. -ti STANDARD y �. 131 011618bt 7HGOiatfde ! i C Gauges: 4314' 141r 314' 2618- - - - (2ota) D 2732' .:. ' s I.� A a • r aom�+o�a • s1�e" 141r • 917 4Diammid • 10ur ASRASNENOSING T�vpre t31' XTrIE �' 111 AN C � 541hmnd•11314" — -4314" — "� ��,•r 3Wsnord•6118' ,Y 4D and-9-Vr 44riMMW-10112" 314- 6718" D 2702A&M,'' r 1- 3 ... r 1- 671r 3 -r 3-0lazn ixi-s- r " •1t�►r Materials: Plain Steel, Galvanized Steel, Aluminum or Stainless Steel Gauges: 12,14, .080 (Aluminum), 16 (Stainless) Heights: 1-1/2',2' Widths: 4-3/4" to 11-3/4' Lengths/Span: Up to 48" steel; up tD 36" alum or SS Load table data below takes eccentric bads IntD considerafon. No# load values itlons and usual ipedesft traffic, sure tD maknclude allowances for normal e provisions in the sttuctur-,i design for special uses and load involving unusual IrMW braes or vitxatory forces. Load - carrying capacity of stall treads increases as side channel Might and gauge of material Increases 1191 472 .781 , `, 601 At 434 425 1979 783 1262 737 9111 604 721 573 120 611 610 590 $84 576 463 IN ry., k i 1=rf1" 632 3151 3401 300 246 300 194 300 882 241•,563 1 4921 407 4831 322 473 40" 498 3041 318 372 230 .364 182 356 .t ' > , V �. v 2rj 1=1 S261 862 M3 607 481 610 483 396 388 394 386 T M 420 551 402 386392 M9 387 2x1 388 ==I 580 350 363 M 270 327 271 323 176 321 175 319 M MI.215 I'M 245 152 244 99 241 98 241 Aluminum Gauges: 4314' 141r 314' 2618- - - - (2ota) r 1- 2516" - - - - 24', 30", 36" _,.—F-0 GRIPe GRIP TIONS 9112" 141r '31r • ' Mir 314- 6718" (4 u) r 1- 3 ... r 1- 671r 1-W 11ir :31r 1- 1 1` .� '. .. AbMdisraSddM"NnmadBWWhYd��oBledShiiN�p notei�bkr 3 -r 3-0lazn ixi-s- r " •1t�►r Materials: Plain Steel, Galvanized Steel, Aluminum or Stainless Steel Gauges: 12,14, .080 (Aluminum), 16 (Stainless) Heights: 1-1/2',2' Widths: 4-3/4" to 11-3/4' Lengths/Span: Up to 48" steel; up tD 36" alum or SS Load table data below takes eccentric bads IntD considerafon. No# load values itlons and usual ipedesft traffic, sure tD maknclude allowances for normal e provisions in the sttuctur-,i design for special uses and load involving unusual IrMW braes or vitxatory forces. Load - carrying capacity of stall treads increases as side channel Might and gauge of material Increases 1191 472 .781 , `, 601 At 434 425 1979 783 1262 737 9111 604 721 573 120 611 610 590 $84 576 463 IN ry., k i 1=rf1" 632 3151 3401 300 246 300 194 300 882 241•,563 1 4921 407 4831 322 473 40" 498 3041 318 372 230 .364 182 356 .t ' > , V �. v 2rj 1=1 S261 862 M3 607 481 610 483 396 388 394 386 T M 420 551 402 386392 M9 387 2x1 388 ==I 580 350 363 M 270 327 271 323 176 321 175 319 M MI.215 I'M 245 152 244 99 241 98 241 PERF -0 GRIPS Plank Grating Ste providing a slip resistant s 6f embossed button holes. The trey long life and high strength-to-weigl For more details on PERF -0 GPIF ant injuries by s and smaller bad capacity, 4tting" please see page 37 Materials: ' Plain Steel, Galvanized Steel, Aluminum Gauges: 13 Heights: 1-1/2',2' Widths: 5',7',10',17 Lengths/Span: 24', 30", 36" _,.—F-0 GRIPe GRIP TIONS PERF -0 GRIPS Plank Grating Ste providing a slip resistant s 6f embossed button holes. The trey long life and high strength-to-weigl For more details on PERF -0 GPIF ant injuries by s and smaller bad capacity, 4tting" please see page 37 Materials: ' Plain Steel, Galvanized Steel, Aluminum Gauges: 13 Heights: 1-1/2',2' Widths: 5',7',10',17 Lengths/Span: 24', 30", 36" GENERAL NOTES: I. ALL CONSTRUCTION SHALL COMPLY WITH THE CURRENTLY ACCEPTED EDITION OF THE CALIFORNIA BUILDING CODE (GBG) AND GBG STANDARDS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION AND SHALL PROVIDE ADEQUATE SHORING AND BRACING DURING CONSTRUCTION. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS. 31_011 5. DETAILS NOT SPECIFICALLY SHOWN SHALL BE TYP. 51MILAR TO DETAILS FOR SIMILAR CONSTRUCTION SHOWN ON PLAN. 4. TYPICAL DETAILS SHALL APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS. 5. ALL PREFABRICATED CONNECTING HARDWARE SPECIFIED 15 5IMP50N PRODUCTS OR APPROVED EQUAL SUCH AS USP. INSTALL PER MANUFACTURES - - - - - SPECIFICATIONS FOR MAX LOADING. EXISTING RESIDENCE 6. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ANY DISCREPANCIES SHALL BE DEMO (E) DECK GALLED TO THE ATTENTION OF RANCHO ENGINEERING AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK AFFECTED. 7. NO STRUCTURAL MEMBERS SHALL BE OUT, NOTCHED, OR OTHERWISE PENETRATED UNLESS SPECIFICALLY - - - - - APPROVED BY THE ENOINEER IN ADVANCE OR AS SHOWN ON THESE DRAWINGS. 8. PROVIDE OPENINGS, CURBS, FRAMING AND/OR SUPPORTS FOR ITEMS INDICATED ON ANY OF THESE 6'-011 DRAWINGS. a. DO NOT SCALE DRAWINGS. THESE DRAWINGS ARE NOT MEANT TO BE SCALED. GALL ENGINEER FOR ANY NEEDED CLARIFICATIONS. 10. STAIRS: RISE 4" MINIMUM TO 7.0" MAXIMUM; RUN 11" MINIMUM; HEADROOM 6-8" MINIMUM; WIDTH 56" MINIMUM PER GBG. II. UNENCLOSED FLOOR AND ROOF OPENINGS, OPEN AND GLAZED SIDES OF STAIRWAYS, LANDINGS AND RAMPS, BALCONIES OR PORCHES, WHICH ARE MORE THAN 50" ABOVE GRADE OR FLOOR BELOW SHALL _ PROPOSED DECK BE PROTECTED BY A GUARD RAIL PER GBG. 0O 12. FOUR STEPS OR MORE REQUIRES A CONTINUOUS I ' HANDRAIL 54" TO 38 ABOVE TREAD NOSING PER GBG. IQI CONCRETE: N I. THE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI PER GBG. T yj 2. ALL GEMENT USED SHALL CONFORM TO ASTM G-150 STANDARDS. 3. HORIZONTAL REINFORCING (FOOTING AND STEM WALL); MIN. (1) #4 REBAR 2" BELOW TOP OF STEM FLOOR f=LAN WALL AND 5" CLEAR ABOVE BOTTOM OF THE FOOTING AND AT 18" O.G. MAXIMUM HORIZONTAL 1/4" = 1'-0" - 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM G-55 FOR STANDARD WEIGHT CONCRETE- ANDS ASTM G-550 FOR LIGHT WEIGHT CONCRETE. LANDING Q p ~ 5. DRY PACK SHALL BE COMPOSED OF ONE PART PORTLAND GEMENT TO NOT MORE THAN THREE PARTS SAND. 5'x I'-6" FTG.--� - - 6. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY NET FOR 10 DAYS OR BY AN 31-011 APPROVED CURING COMPOUND. REINFORCING STEEL: 1 OIN5 STEEL SHALL BE ASTM A&I5, GRADE 140 FOR 4 BARS AND SMALLER. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 FOR #5 BARS AND LARGER. WELDED EIRE I i E� F3 FABRIC, 15 TO BE ASTM A185 WITH LAPPING OF 1 1/2 _ SPACES. i I B EE 2. ALL BARS SHALL BE DEFORMED PER ASTM A505. I m 5. ALL BARS SHALL BE GLEAN AND FREE OF LOOSE i I t - FLAKY RUST, GREASE OR OTHER BOND IMPAIRING MATERIALS. 4. ALL BENDS SHALL BE MADE GOLD. 5. SPLICING OF BARS IN CONCRETE SHALL HAVE 2 LAPPING OF 30 BAR DIAMETERS OR 24" WHICH _ _- ____ EVER 15 GREATER. SPLICING OF BARS IN MASONRY SHALL HAVE LAPPING OF 40 BAR DIAMETERS OR 24" WHICH EVER 15 GREATER. Comply with 2013 CRC Section R327 6. ALL BARS SHALL BE ACCURATELY AND SECURELY Materials and construction methods for exterior wildfire PLACED BEFORE POURING CONCRETE, NO NET exposure for Current information on approved materials SETTING W 1 LL BE ALLOWED. from Cal Fire /California Division of Forestry see California - ' -- State Fire Marshall website ANCHOR BOLTS: Remove vegetation and debris from under I and away from structure. Maintain I. TYPICAL SIZE AND SPACING SHALL BE 1/2" 0 WITH clearance for a fire safe environment KEEP CALIFORNIA GREEN A MINIMUM OF 7" EMBED INTO THE FIRST CONCRETE POUR. BOLTS SHALL BE SPACED AT 72" O.G. MAX if PREVENT WILDFIRES IN suTre COUNTY _ FOR SINGLE STORY AND 48" O.G. MAX FOR TWO STORY BUILDINGS. EXISTING FOUNDATION I I Eo --f=2 2. PLATE WASHERS A MINIMUM SIZE OF 5"X5"XO.22c1" Surface Drainage sl SHALL BE USED ON EA. BOLT. I i 2013 CRC section 1 5. FOUNDATION SILL SHALL BE BOLTED TO THE 1'-0" SQ. 12" DP. - - - I _ 5% (6 inches" in 10 fl FOUNDATION OR FOUNDATION WALL AT ALL HOUSE -------------------------- AND GARAGE PERIMETER WALLS AND AT ALL W/ (2) #4'5 EA. WAY (F3) J INTERIOR SHEAR WALLS. TYP. OF (2). I foundation walls -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4. FOUNDATION SILL AT INTERIOR NON -SHEAR WALLS 3' x I'-6" FTG. MAY USE SHOT PINS FOR CONNECTION TO SLAB. I'-6" SQ. 12" DP. I'-5" BQ. 12 DP. SHOT PINS MUST BE 0.140" SHANK DIAMETER WITH m W/ (2) #4'5 EA. WAY (FI) 0.300" HEAD DIAMETER AND WASHER AND A LANDING a: _ - - W/ (2) #4'5 EA. WAY (F2) MINIMUM OF 2S" LONG. a ° I.. as. I O O I W/ ABA44Z. W/ ABA44Z. 5. ALL SILL PLATES MUST HAVE A MINIMUM OF ONE I I m m ANCHOR BOLT WITHIN 12" OF EACH END, OR TWO E3® E2 BOLTS BETWEEN HOLDOWNS. - L - - - - 6. AS A REPAIR FOR MISPLACED OR MISSING ANCHOR BOLTS SIMPSON 5/8"X7" WEDGE -ALL ANCHORS MAY 2'-I 3/4" 12'-10 I/4" 14'-4 I/4" 7 5/4" BE USED. THE ANCHOR MUST BE EMBEDDED A - - - _ - MINIMUM OF 4.5 INTO THE CONCRETE WITH AN EDGE N DISTANCE OF 2.5". INSTALL ANCHORS PER 4'-0" II' -O" tll MANUFACTURES SPECIFICATIONS. FOUNDATION f=hAN 1/4" = I'-0" TRACK BEAM © EDGE TYP. FRAC I NO FLAB 7 RAIL PER =T 51. X (C2) GUARDRAIL PER DETAIL 6/22. REX ELEVATIONS IOUBLE BOX BEAM x. V1 ZZ1110� W-az�OL~OL�tflOp/ ° ZQz Q- <OW2 _ �.l 11Wz=Z�v Lazes>Z wdEW=tu �u-QW�Wo()t- = t- v Z 0 O~wZ=° u-O��10zz< Zt-0L6xtLO5z6 az3Q 4Q WW�hWiaW8- tizYI- <piw ON}v-1W��Oz Q.4 _ = ZOME TON l!1 �V ov<zQ-Z lilLZ BZW w ZOL ZI-Q<�z�)<�u >� U �'�o°��Iu `U 11 LU 1- U z lu 5MX5�x� (CI) >IMPSON ACE4 OUTSIDE FACE )IMPSON LPC4Z INSIDE FACE. <v U� � LU Z LLJ�O t� 110 �1 LUW 11� W V � � Ld L OL W U) rnL O X O LL tP N � X 0 16 � P � CIVIL aF CALX i, RANCHO ENO. JOB: 16-125 DRAWN BY: SEH !""�L..VI"111 `lV l"I LL�./I�IfYV PAY -T✓ CKD.BY: JPH i. I DATE: 06/25/16 DECK I NO FLAB 1/4" = I'-0" REVISION: O PERMIT# V310- 14 C)C) DRAINING NUMBER BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E oMPLIANCE DA ZR B ti LE LCF IT i I. TREX I. TREX 1 y4" STEEL PLATE i. HSS i X3i XpO zN .�•Qw zPER DETAIL 5. 228 . - 'f i-a QELEVATIONS 2 ELEVATIONS 2 Q kPER PLAN. '� z � - Q w.z zJOIST®16 O.G. JOIST 16 O.G. OWx2. (4) XEQ34B1016 I- WOpF= 2. SIMPSON :.: z z = z ? z 2. TREX 2. TREX ©EA. STRINGER O _ p ABA44Z. z=1-� }za-O ELEVATIONS ELEVATIONS TO TRACK uii�� O Q-A' OC < �u BOX BEAM TYP. BOX BEAM TYP.. fY BEAM. fYE'U Vz� JE0�' =?D -}p 3. REINFORGINO w �- _ w= Q o Q w v �- < PER PLAN. z=u-�F-fLr uZHEL, (a0 3. TREX 3. TREX 3. STRINGER PER - v w _ _ _ N w } z z ELEVATIONS ELEVATIONS Z �- 1u _ 1 DETAIL 5. O wzYOZw 5_I 0z SINGLE BOX SINGLE BOX 4. FOOTING PER 0) O JU 1!_ O v Z [A 0 w� Q 2 PLAN. ww��wOw�wNQ1��4Q w � BEAM. 7 BEAM. 4. POST PER 1 O N} v w F p z DETAIL 5. wwzwmlT 2:0 0) 0 Ov uDCdz4-Z k)o-z t-zwoCz 4. SIMPSON AG4Z. 4. SIMPSON AG4Z. 3 Z u0-� f� p- p Q Z UWw1 < <�w� t � 6 5. TREX �(KOv�i�F-�§1XILF-tLILOC4d 5. SIMPSON LP04Z.. 5. SIMPSON LPC4Z. ELEVATIONS ADJUSTABLE 1 6. HSS32X5X 1 6. Hee 3�X3X BEAM BLOCK. OALV. STEEL a OALV. STEEL POST PER PLAN,. 3 POST PER PLAN. 6. TREX 3 4 4 ELEVATIONS � BOX BEAM om _ z -7. LOCK DRY ALUH. 7. LOCK DRY ALUM. _ 5 6" DECKINO @ 450 5 DEGKINO @ 450 N • dad ANGLE TO 2 -6 ANGLE TO a i�- JOISTS. 6 JOISTS. , 6 8. SIMPSON L70Z. 8. SIMPSON L70Z. _ PER PLAN _ q. TREX q. TREX ELEVATIONS ELEVATIONS ADJUSTABLE ADJUSTABLE IE - BEAM BLOCK. BEAM BLOCK. T CONNECTION ON FOOTI NO DETAIL L JOIST TO BEAM CONNECTION I JOIST TO BEAM CONNECTION 2 STA I R S fi�l NO �i� GONNA � 4 II I. H552XIX1/8. NOTE: WELDS TO BE MADE IN CERTIFIED SHOP 2. (6) XE03451016 BOLTED TOGETHER ON SITE TO AVOID ON-SITE @ EA. GUARD WELDING. POST TO TRACK z BEAM. �. 3. 4"PLATE v WELDED TO �. GUARD POST. � // 0 �(L 11)1 In tVwj < LL] _ - ,n► O m► v d) w LU ty- Y4" STEEL PLATE W/ (4) XE05451016 i EA. STRINGER TO • • - TRACK BEAM. • • ., Lu � O O err � W ,m Lu F. 1 O UARD RAS I L ( v� o X /8 e u- u- p- � I/8 J) '` G8X11.5 . HSS I2X32Xg LEG . 1 FESS/p�, P • Hp "( MANUFACTURED STAIR o� TREAD W/ KICK PLATE, MIN. a o WIDTH 11 . E. . 06/ 6 CF CAO X 1'-6" X Y4" STEEL PLATE W/ RANCHO ENO. JOB: 16-125 7 X 4 X Y4" STEEL PLATE W/ (4) THD50600H 1�8 (2) THD50600H INTO I/� • • TO FOOTINO. DRAWN BY: SEH FOOTING. a a DATE: 06/23/16 3'-0" X 4'-0" X 4" DP LANDING. REVISION: O \_5'-O" X I'-6" X 12" DEEP FOOTING IN PERMIT # E� - ( DRAWIN( NUMBER BUTppTE COUNTY EVELO MENT SERVICES DEEP PAD OOT NO W/ LANDING W/ (2) #4'S EA. WAY. REVIEWED OR (2) #4'5 EA. WAY. (F3) /-� OMP NA' SCALE: i" = I' -O"" CO E CO�VI�'LI INCE DATE BY STAIR DETAIL -.-- - 11 1 -T - -- p i