HomeMy WebLinkAboutBLD2015-00152 - DESIGN 1 of 13
structural
b2 engineers
www.b2engineers.com was 11kt
7516 NE 153rd Place NE * P5 of H
Kenmore,WA 98028 tik 4'yo„ i
(425)296-2993 °y
CHIMACUM BIKE RACK
COLUMN AND FOUNDATION DESIGN �Q r
PROJECT NO: 1540 DATE:04/25/15 i .p.._ 0 43789 PFS (4j ;
CT/fiRA L W,00
PREPARED BY: BASRI BASRI PE, SE "oloNAL. EN
Design Criteria
International Building Code (IBC) 2012
American Society of Civil Engineers (ASCE) 7-10
Project Description
Structural design of column and foundation to resist wind uplift and seismic lateral load.The lateral system
consists of cantilevere steel columns.
Seismic Criteria r
Ss, %g 135 ✓‘ �,�
Si, %g 45
Risk Category II �✓ \\
Site Class D �' {-
Ductility Factor, R 3 �• ����Q�
Seismic Performance Category D ��: �r��
Wind Criteria , cr
Ultimate Wind Speed, mph 110
Building Classifications II
Wind Exposure Category C
Topographic Effect, Kzt 1.28
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5 of 13
"POLEFDN.xls" Program
Version 2.1
POLE FOUNDATION ANALYSIS
For Free-Top(Unconstrained) Rigid Round Piers Using UBC / IBC Method
Subjected Vertical Load, Horizontal Load, and/or Moment
Job Name: Subject: Pe =
Job Number: Originator: Checker: Kp =
Pp =
Input Data: S1 =
A=
Pier Data: Pv=4.3 k L =
Pier Foundation Diameter, D = 2.750 ft. Lt=
Pier Height Above Soil, hi 0.000 ft. M=5.1 ft-k
Ph=Ok �♦ Af=
Soil Data: • ' Wf=
Unit Weight of Soil,y= 0.120 kcf ', EPv=
Angle of Internal Friction, 4)= 30.00 deg. H=12' F,', Ground
Depth to Resisting Surface, h2 = 0.000 ft. Line
Allow. Soil Bearing Pressure, Pa = 1.500 ksf it h1=0'
h2-0
Pier Loadings:
Axial Load, Pv = 4.300 ki
Horizontal Load, Ph = 0.000 kipsResisting
Distance from Ph to Top/Pier, H = 12 000 ft. Surface t L=3.7'
Externally Applied Moment, M = 5.100 ft-kips ( '
Pier----iv )
D=2.75'
Results: 4
Nomenclature
Pier Embedment and Total Length:
Pe = 0.425 kips Pe = Ph+(M/(H+h1+h2)) ("equivalent total" horizontal load)
Kp = 3.000 Kp =TAN^2(45+4)/2) (passive pressure coefficient)
Pp = 1.331 ksf Pp = Kp*y*L (passive pressure at bottom of pier)
Si = 0.444 ksf S1 = Pp/3 (passive pressure at 1/3 embedment depth)
A = 0.815 A= 2.34*Pe/(S1*D)
L = 3.70 ft. L=A/2*(1+SQRT(1+(4.36*(H+h1+h2)/A))) (UBC 1997 Eqn.6-1,p.2-45)
Lt = 3.70 ft. Lt = h1+h2+L (total length) (IBC 2003 Eqn. 18.1,p.370)
Pier End Bearing Pressure:
Af= 5.94 ft.^2 Af=1r*D^2/4 (pier base area)
Wf= 3.29 kips Wf= (Af*Lt)*0.150 (pier weight)
EPv= 7.59 kips EPv= Pv+Wf (total vertical load)
P(bot)= 1.279 ksf P(bot) = EPv/Af Pa>=P(bot), O.K.
Reference: 1997 Uniform Building Code (UBC), Section 1806.8, page 2-45
2003 International Building Code (IBC), Section 1805.7.2.1, pages 370-371
Comments: L
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1 of 1 04/25/2015 11:45:48
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6 of 13
"ASCE710W.xls" Program
Version 1.0
WIND LOADING ANALYSIS -Main Wind-Force Resisting System
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
Using Method 2:Analytical Procedure(Section 27&28)for Low-Rise Buildings
Job Name: Subject: I
Job Number: Originator: Checker: I
I
Input Data:
Wind Speed,V= _110_mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification= II (Table 1.5-1 Risk Category) Wind Ga
Exposure Category= C� (Sect. 26.7) B Monc
.............
Ridge Height, hr= 9.00 ft. (hr>=he)
Eave Height, he= 8.00 ft. (he <=hr)
Building Width = 26.00 ft. (Normal to Building Ridge) all Zone 6=
Building Length = ft. (Parallel to Building Ridge) L Wall Zone 1E =
Roof Type = Monoslope (Gable or Monoslope) Plan Roof Zone 2E =
Topo. Factor, Kzt= 1.28 (Sect. 26.8 & Figure 26.8-1) Roof Zone 3E_
Direct. Factor, Kd 0.85 (Table 26.6)
l Wall Zone 4E=
Enclosed?(YIN) N (Sect. 26.2 &Table 26.11-1) `:.f Zone 5E=
Hurricane Region? N i8 o Zone 6E=
hr
h<=60'
Resulting Parameters and Coefficients: he
Roof Angle,9= 2.20 deg. L 0.5*L
Mean Roof Ht., h= 8.00 ft. (h =he, for angle<=10 deg.) Elevation 2.5*he=
Use=
Check Criteria for a Low-Rise Building:
1. Is h <=60'? I Yes, O.K. 2. Is h <= Lesser of L or B? Yes, O.K.
+GCpi Coef. (PIP)=
External Pressure Coeffs., GCpf(Fig. 28.4-1): -GCpi Coef. (NIP)=
(For values, see following wind load tabulations.)
Positive& Negative Internal Pressure Coefficients, GCpi(Table 26.11-1):
+GCpi Coef. = 0.55 (positive internal pressure) a=
-GCpi Coef. = -0.55 (negative internal pressure) zg=
Kh=
If h< 15 then: Kh=2.01*(15/zg)^(2/a) (Table 28.3-1) qh=
If h >= 15 then: Kh=2.01*(z/zg)^(2/a) (Table 28.3-1)
a= 9.50 (Table 26.9-1)
zg= 900 (Table 26.9-1) Lesser of L or B:
Kh= 0.85 (Kh=Kz evaluated at z=h) 0.1*(L or B):
Compare to 0.4*h:
Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*VA2 (Sect.28.3.2, Eq. 28.3-1) Compare to .04*(L, B):
qh= 28.61 psf qh =0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z=Bpmpare to 3':
Design Net External Wind Pressures (Sect.28.4.1): Use 'a' _
p=qh*[(GCpf)-(+/-GCpi)] (psf, Eq.28.4-1) Use'2*a'=-
Wall
Wall and Roof End Zone Widths'a' and'2*a'(Fig.28.4-1):
a = 3.00 ft.
2*a= 6.00 ft.
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1 of 3 04/25/2015 11:23:17
7 of 13
"ASCE710W.xls" Program
Version 1.0
MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B
Surface GCpf p=Net Pressures(psf) Surface "GCpf p =Net Pressures(psf)
(w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi)
Zone 1 0.40 -4.29 27.18 Zone 1 0.40 -4.29 27.18
Zone 2 -0.69 -35.46 -4.01 Zone 2 -0.69 -35A& -4.01
-0.37 -26.32
Zone 3
5.15 Zone 3 -0.37 -26.32 5.15
Zone 4 -0.29 -24.03 7.44 Zone 4 -0.29 -24.03 7,44
Zone 5 --- --- -- Zone 5 -0.45 -28.61 2.86
Zone 6 -- --- -- Zone 6 -0.45 -28.61 2.86
Zone 1E 0.61 1.72 33,19 Zone 1E 0.61 1.72 33.19
Zone 2E -1.07 -46.35 -14.88 Zone 2E -1.07 -46.35 -14.88
Zone 3E -0.53 -30.90 0.57 Zone 3E -0.53 -30.90 0.57
Zone 4E -0.43 -28.04 3.43Zone 4E -0.43 -28.04 3.43
Zone 5E -- -- -- Zone 5E 0.61 1.72 33.19
Zone 6E -- --- ---„_._.. Zone 6E -0.43 -28.04 3.43
*Note: Use roof angle 0=0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. = 13.00 ft. Zones 2/2E dist. =1 20.00 ft.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
MWFRS Wind Load for Load Case A,Torsional Case MWFRS Wind Load for Case B,Torsional Case
Surface GCpf p= Net Pressure(psf) Surface GCpf p= Net Pressure(psf)
(w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi)
Zone 1T -- -1.07 6.79 Zone 1T --- -1.07 6.79
Zone 2T -- -8.87 -1.00 Zone 2T --- -8.87 -1.00
Zone 3T
-- -6.58 1.29 Zone 3T --- -6.58 1.29
Zone 4T --- -6.01 1.86 Zone 4T --- -6.01 1.86
Zone 5T --- -- --- Zone 5T --- -7.15 0.72
Zone 6T ._.. --- --- --- Zone 6T --- -7.15 0.72
Notes: 1. For Load Case A(Transverse), Load Case B(Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E&6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+)and (-)signs signify wind pressures acting toward &away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with"h" <=30', buildings<=2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4,the minimum wind load for MWFRS shall not be less than 16 psf.
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2 of 3 04/25/2015 11:23:18 t
• Project: BIKE RACK or 8 3
Location:ROOF BEAM
Multi-Span Roof Beam o
2009 International Building Code 2005 NDS """'
5.1251Nx10,51Nx15.0FT(13.5+1.5)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/25/2015 11:47:43 AM
Section Adequate By: 1.8%
Controlling Factor: Deflection
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.29 IN U551 -0.10 IN 2L1344
Dead Load 0.12 in -0.04 in
Total Load 0.42 IN U388 -0.15 IN 2L/244
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2363 lb 2917 lb
Dead Load 1011 lb 1264 lb
Total Load 3374 lb 4181 lb
Bearing Length 1.01 in 1.25 in
BEAM DATA Center Right
Span Length 13.5 ft 1.5 ft 7
Unbraced Length-Top 0 ft 0 ft —13.5n - t.5ft-I
Unbraced Length-Bottom 13.5 ft t5 ft
Roof Pitch 0 :12
Roof Duration Factor 1.15
Notch Depth 0.00 ROOF LOADING Center Right
Roof Live Load RLL= 25 psf 25 psf
MATERIAL PROPERTIES Roof Dead Load RDL= 10 psf 10 psf
24F-V4-Visually Graded Western Species Roof Tributary Width Side One TW1 = 14 ft 14 ft
Base Values Adjusted Roof Tributary Width Side Two TW2= 0 ft 0 ft
Bending Stress: Fb= 2400 psi Controlled by. Wall Load WALL= 0 plf 0 plf
Fb_cmpr= 1850 psi Fb'= 2760 psi
SEAM LOADING Center Right
Cd=1.15 Total Live Load 350 plf 350 plf
Shear Stress: Fv= 265 psi Fv'= 305 psi Total Dead Load(Adjusted for Roof Pitch) 140 plf 140 plf
Cd=1.15 Beam Self Weight 12 plf 12 plf
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Total Load 502 plf 502 p11
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi
Controlling Moment: 11343 ft-lb
6.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3428 lb
14.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2, 3
Comparisons with required sections: Red Provided
Section Modulus: 49.32 in3 94.17 in3
Area(Shear): 16.87 in2 53.81 in2
Moment of Inertia(deflection): 485.68 in4 494.4 in4
Moment: 11343 ft-lb 21660 ft-lb
Shear: -3428 lb 10933 lb
111
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.• Project:BIKE RACK -1,211,% 9 �3
Location: Roof rafter <,
Roof Rafter of
4-*'-••-- ,wry*`
[2009 International Building Code(2005 NDS)]
3.51Nx7.25INx180FT(14+4)@480.C.
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/25/2015 11:47:44 AM
Section Adequate By:5.1%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.49 IN L/346 0.18 IN 2L1544
Dead Load 0.16 in 0.00 in
Total Load 0.64 IN L/262 0.07 IN 2L11392
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/240
RAFTER REACTIONS
LOADS REACTIONS
Upper Live Load @ A 175 plf 700 lb
Upper Dead Load @ A 64 plf 257 lb
Upper Total Load @ A 239 plf 957 lb
Lower Live Load @ B 289 plf 1157 lb
Lower Dead Load @ B 116 plf 463 lb t.( - ' ' ,,» t,-,t „ rV k, s --)12n '; 'e"'
Lower Total Load @ B 405 plf 1620 lb 14n 4a
RAFTER SUPPORT DATA
A B
Bearing Length 0.44 in 0.74 in RAFTER LOADING
RAFTER DATA Interior Eave Uniform Roof Loading
Span Length 14 ft 4 ft Roof Live Load: LL= 25 psf
Rafter Pitch 0 :12 Roof Dead Load: DL= 10 psf
Roof sheathing applied to top of joists-top of rafters fully braced. Slope Adjusted Spans And Loads
Roof Duration Factor 1.15 Interior Span: L-adj= 14 ft
Peak Notch Depth 0.00 Eave Span: L-Eave-adj= 4 ft
Base Notch Depth 0.00 Rafter Live Load: wL-adj= 100 plf
MATERIAL PROPERTIES Eave Live Load: wL-Eave-adj= 100 plf
#2-Douglas-Fir-Larch Rafter Dead Load: wD-adj= 40 plf
Base Values Adjusted Rafter Total Load: wT-adj= 140 plf
Bending Stress: Fb= 900 psi Fb'= 1346 psi Eave Total Load: wT-Eave-adj= 140 plf
Cd=1.15 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi
Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.1-to Grain: Fc-1-= 625 psi Fc-•L'= 625 psi
Controlling Moment: 3272 ft-lb
6.86 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1060 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Comparisons with required sections: Raced Provided
Section Modulus: 29.18 in3 30.66 in3
Area(Shear): 7.68 in2 25.38 in2
Moment of Inertia(deflection): 101.98 in4 111.15 in4
Moment: 3272 ft-lb 3438 ft-lb
Shear: -1060 lb 3502 lb
C
10 of 13
SIMPSON Anchor Designer TM Company: Date: 10/17/2014
Engineer: Page: 1!5
Strong-la ? Software Project:
Version 2.0.5090.136 Address:
Phone:
E-mail:
1.Proiect information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Invut Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units: Imperial units Concrete thickness,h(inch):36.00
State:Cracked
Anchor Information: Compressive strength,f.(psi):5000
Anchor type:Cast-in-place 4-1..v: 1.2
Material:F1554 Grade 36 Reinforcement condition:B tension,B shear
Diameter(inch):0.750 Supplemental reinforcement: Not applicable
Effective Embedment depth, her(inch):8.000 Do not evaluate concrete breakout in tension:No
Anchor category:- Do not evaluate concrete breakout in shear:No
Anchor ductility:Yes Ignore 6do requirement:No
hr.(inch):9.50 Build-up grout pad:No
Cr(inch):4.50
Sr.(inch):4.50 Base Plate
Length x Width x Thickness(inch):4.00 x 16.00 x 0.25
Load and Geometry
Load factor source:ACI 318 Section 9.2 300 lb
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension: •
Ductility section for tension:D.3.3.4
Ductility section for shear:
Os factor:not set
Apply entire shear load F , e ;"
Anchors only resis 8 ri-; � r
<Figure 1>
0 lb
0 ft-lb
4
0�_ .
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com •
7
11 of 13
SIMPSONCompany: Date 10/17/2014
Anchor Designer T" Engineer: Page: 2/5
Strong- Software Project:
Version 2.0.5090.136 Address:
Phone:
E-mail:
<Figure 2>
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12.00 18.00
Recommended Anchor
Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36
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Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 1
Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.8.47.3871 www.strongtie.com ■ i
12of13
SIMPSON Anchor Desi ner' Company: Date: 10/17/2014
9 Engineer: Page: 3/5
Strong fie Software Project:
Version 2.0.5090.136 Address:
e
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nue(Ib) V. (Ib) Vuey(Ib) 4(Vuex)'+Nuey)'(Ib)
1 9650.0 150.0 0.0 150.0
2 9650.0 150.0 0.0 150.0
Sum 19300.0 300.0 0.0 300.0
Maximum concrete compression strain(%o):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib): 19300
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 {
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.D.5,11
Nae (Ib) gNsa(Ib)
19370 0.75 14528
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21
Nb=kcae�fcheri.5(Eq.D-6)
kc de fc(psi) her(in) No(lb)
24.0 1.00 5000 8.000 38400
0.750N.eg=0.750(Arm/AN“)y'sc,NY <N Svc,NPcp,NNb(Sec. D.4.1 &Eq.D-4)
AN (m2) ANco(int) Tee,N Y'etl,N Y'¢N RAN Nb(lb) 415 0.750Nceg(Ib)
768.00 576.00 1.000 1.000 1.00 1.000 38400 0.70 26880
6.Pullout Strength of Anchor in Tension(Sec.D.5.31
0.750No„=0.750%"=0.750Y'c,p8Ae.efc(Sec. D.4.1,Eq.D-13&D-14)
Y'c,P Aero(in2) re(psi) is 0.759Np(Ib)
1.0 0.91 5000 0.70 19131
A>-
0
0
w
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com """"
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SIMPSON Anchor Designer TM Company: Date: 10/17/2014
Engineer: Page: 4/5
Strong-Tie Software Project:
Version 2.0.5090.136 Address:
e
Phone:
E-mail:
8.Steel Strength of Anchor in Shear(Sec.D.6.11
V..(Ib) 09,00, +4 47..rbV..(Ib)
11625 1.0 0.65 7556
9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2)
Shear perpendicular to edge in x-direction:
Vbx=min(7(1./d.)o.zlid..7..fP.ca,,.5,9Aa11Icca,1'51(Eq.D-33&Eq.D-34)
I.(in) da(in) Aa Pa(psi) c.,(in) Vbx(Ib)
6.00 0.75 1.00 5000 18.00 48600
;Marx=,6(Av./Avoo)'Y,.,v'Y,d,v Y'a,v'Pb,vVbx(Sec. D.4.1 &Eq. D-31)
Av.(in2) Av..(in2) Vec,v `Yad,v Y'.,v y'n,V Vbx(Ib) 0 ¢Vmvx(Ib)
1026.00 1458.00 1.000 0.833 1.200 1.000 48600 0.70 23940
Shear parallel to edge in x-direction:
Vby=min(7(le/d.)gi^)dsAa'if.Ca,1•b;92a.P.oa,1'51(Eq.D-33&Eq. D-34)
1.(in) d.(in) Aa P.(psi) c.,(in) Vby(Ib)
6.00 0.75 1.00 5000 12.00 26454
(Waft=¢(2)(Av./Avo)'f'.d,vW'vY'n,vVby(Sec.D.4.1 &Eq.D-30)
Av.(in2) Av..(in2) 9'ed,v 9'.,v Y',,,v Vby(Ib) 0 OV.bx(Ib)
646.00 648.00 1.000 1.200 1.000 26454 0.70 44444
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3)
4,Vcpg=.lkcpN.bg=0k.p(Ank/AN.o)'Y..,NY'.d,N....w-,N w-mNNb(Eq.0-41)
kcp ANc(in2) Al**(in2) Pec,N Y'ed,N KN SYcp,N AL(Ib) 0 0Vcpc(Ib)
2.0 768.00 576.00 1.000 1.000 1.000 1.000 38400 0.79s 71680
11.Interaction of Tensile and Shear Forces(Sec.D.71
Tension Factored Load,N.(Ib) Design Strength,ell,(Ib) Ratio Status
Steel 9650 14528 0.66 Pass
Concrete breakout 19300 26880 0.72 Pass(Governs)
Pullout 9650 .. 19137 __. _ 0.50 . .. Pass
Shear Factored Load,V.(Ib) Design Strength,eV,(Ib) Ratio Status
Steel 150 7556 0.02 Pass(Governs)
T Concrete breakout x+ 300 23940 0.01 Pass
II Concrete breakout y- 150 44444 0.00 Pass
Pryout 300 71680 0.00 Pass
Interaction check N,/0N. V../0V. Combined Ratio Permissible Status
Sec. D.7.1 0.72 0.00 71.8% 1.0 Pass
314"0 Heavy Hex Boit,F1554 Gr.36 with hef=6.000 inch meets the selected design criteria.
$
12.Warnings 0
4-ii
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. '*b! t
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com