Specifications (2) • -. /LLS7�41t-/-Cw0
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RECEIVED
MAY 2 1 2014
CITY OF TI6AI6
STRUCTURAL CALCULATY IVISION
FOR
Perry Addition
13235 SW Shore Drive
Tigard, OR
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ENGINEER WAS RETAINED IN A
LIMITED CAPACITY FOR THIS
PROJECT. DESIGN IS BASED UPON
INFORMATION PROVIDED BY THE
CLIENT WHO IS SOLELY RESPONSIBLE
FOR ACCURACY OF THAT
INFORMATION. NO RESPONSIBILITY
AND/OR LIABILITY ARE ASSUMED BY,
OR ARE TO BE ASSIGNED TO,THE
ENGINEER FOR ITEMS BEYOND THAT
SHOWN IN THESE CALCULATIONS.
®®®Va I1! C• Project: Perry Addition
IC®I ®I STRUCTURAL Client: Zilka Design Proj.No.: 14-149
ENGINEERS Date: 5/14 By: RMM Sheet No.: COVER
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
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"■,■■LSC Project: Perry Addition
®[®I ®I STRUCTURAL Client: Zilka Design Proj.No.: 14-149
®, ®®®®ENGINEERS Date: 5/14 By: RMM Sheet No.: I
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
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Rt �TVRR It f C s Project: Perry Addition
®_®® ®® STRUCTURAL, Client: Zilka Design Proj.No.: 14-149
/®, ®ENGINEERS Date: 5/14 By: RMM Sheet No.: 2
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
• r- 0 R T E " MEMBER REPORT Level,R2 Typ Rafter PASSED
1 piece(s) 16" T3I® 360 @ 16" OC
Overall Sloped Length: 32'13/16"
+ +
O O
121
4
30'
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All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
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Member Reaction(lbs) 828 @ 29'7 1/2" 1731(3.50") Passed(48%) 1.15 1.0
D+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 804 @ 29'6 1/2" 2519 Passed(32%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 6000 @ 14'9 5/16" 9666 Passed(62%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC
Live Load Defl.(in) 0.780 @ 15'1 7/8" 1.034 Passed(1/477) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD
Total Load Defl.(in) 1.279 @ 15'1 13/16" 1.550 Passed(1/291) -- 1.0 D+1.0 S(All Spans) Member Pitch:4/12
•Deflection criteria:LL(1/360)and TL(1/240).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 3'11 3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
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1-Birdsmouth-DF 3.50" 3.50" 1.75" 192 299 491 Web Stiffeners,Blocking
2-Beveled Plate-DF 5.50" 5.50" 1.75" 322 506 828 Blocking
- •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
e rg,.MRAr a t ;h xr K 7 ¢ '�r"' ` Y V'.'N n "" r°' " " o ti #g �: F i r
441-kri,4-14
1-Uniform(PSF) 12'to 30' 16" 15.0 25.0 Roof
2-Point(Ib) 12' N/A 135 205
,'44" * `"(* " t ,;•'g „@ A SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
Forte Software Operator ,fob Notes _ ! 5/5/2014 2:04:31 PM
Rebell McClung --- Forte v4.5.Design Engine:V6.1.1.5
BK Engineers inc
(503)607-0481a1CS, te
roberirrIbkengineers corn I
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11111111/111111INC, Project: Peny Addition
UCIaI STRUCTURAL Client: Zilka Design
Proj.No.: 14-149
motammENGINEERs Date: 5/14 By RMM Sheet No.: LI
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
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®�® ®��1, • Project: Perry Addition
®C I II STRUCTURAL Client Zilka Design Proj.No.: 14-149
®,®®ENGINEERS Date: 5/14 By: RhIM Sheet No.: S
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
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RIRV�UI �C. Project: Perry Addition
UCBI UI STRUCTURAL Client: Zilka Design Proj.No.: 14-149
®®®,®UENGINEERS Date: 5/14 By: RMM Sheet No.: (P.
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
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®�■���1 * Project: Perry Addition
®c®i ■I STRUCTURAL Client: Zilka Design Proj.No.: 14-149
®.® ,®®ENGINEERS Date: 5/14 By: RMM Sheet No.: .4-
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486.robert@bkengineers.com
Wind Loads for Main Wind Force Resisting System (MWFRS)
Using ASCE 7-05 Method 2 for all heights (gable/hipped roofs)
Building Dimensions V(mph): 95 Cp N-S wind E-W wind
N - S (ft): 54 Exposure B Windward Wall 0.801 18 0.80 1,30
E -W (ft): 34 I,: 1.00 Leeward Wall -0.38 -0.50
hm (ft): 15 Kd: 0.85 Windward Roof 0.12 0.68 -0.01
0.56
Roof Pitch: 4 :12 G: 0.85 Leeward Roof -0.57 -0.57
Roof Angle (deg) 18.4
NORTH SOUTH WIND EAST WEST WIND
qn (psf) 11.3 WALLS ROOF WALLS ROOF
LW "-P": -3.7 LW "-P": -5.5 LW "-P": -4.8 LW "-P -5.5
Height WW TOTAL WW TOTAL WW TOTAL WW TOTAL
ft K g, (psf)
"+P" (psf) "P" (psf) "+P" (psf) "P" (psf) "+P" (psf) "P (psf) "+P" (psf) "P'' (psf)
0-15 0.57 11.3 7.7 11.3 1.1 6.6 7.7 D 11.1 Q6.6
20 0.62 12.3 8.3 12.0 1.2 6.7 8.3 13.1 1.2 6.7
25 0.67 13.1 8.9 12.5 1.3 6.7 8.9 13.7 1.3 6.7
30 0.70 13.8 9.4 13.0 1.4 6.8 9.4 14.2 1.4 6.8
35 0.73 14.4 9.8 13.4 1.4 6.9 9.8 14.6 1.4 6.9
40 0.76 14.9 10.2 13.8 1.5 6.9 10.2 15.0 1.5 6.9
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IIICIIIII III STRUCTURAL Client: Zilka Design Proj.No.: 14-149
111111/1111111111111ENGINEERS Date: 5/14 By: RMM Sheet No.: 9
2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. robert@bkengineers.com
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SIMPSON Anchor Designer TM Company: BK Engineers Inc. Date. 5/5/2014
Engineer: RMM Page: 1/4
Software Project: Perry Addition
Strong-Tie
Version 2.0.5154.15 Address: 2700 SE Harrison St
Phone: 503-607-0481
E-mail:
1.Project information
Customer company:Zilka Design Project description:Perry Addition
Customer contact name:Jon Zilka Location:
Customer e-mail: Fastening description:V2 Anchors
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-08 Concrete:Normal-weight
Units: Imperial units Concrete thickness, h (inch):6.00
State: Cracked
Anchor Information: Compressive strength,to(psi): 2500
Anchor type: Concrete screw 4-1c,v: 1.2
Material:Carbon Steel Reinforcement condition:A tension,A shear
Diameter(inch):0.500 Supplemental reinforcement:Not applicable
Nominal Embedment depth (inch): 3.750 Do not evaluate concrete breakout in tension:No
Effective Embedment depth, het(inch):2.780 Do not evaluate concrete breakout in shear:No
Code report: ICC-ES ESR-2713 Ignore 6do requirement: Not applicable
Anchor category: 1 Build-up grout pad: No
Anchor ductility: No
hmin(inch): 5.83 Base Plate
can(inch):4.19 Length x Width x Thickness(inch):3.00 x 8.00 x 0.12
Cmin(inch): 1.75
Smin(inch):3.00
Load and Geometry
Load factor source:ACI 318 Section 9.2
Load combination: not set '
Seismic design:Yes �' ��" + ��.✓,r��� s§�� � *�� '��'"Y>'s
Anchors subjected to sustaine,/j''O�,,���n: Not
V./�
Strength reduction factor for',,brittle failure
Apply entire shear load at fron
Anchors only resisting wind
Figure 1
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0 ft-lb
o Oft-Ib
kis
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Stror3g-Tie C'orrrpany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: BK Engineers Inc. Date: 5/5/2014
Engineer: RMM Page: 2/4
Strong-T Software Project: Perry Addition
Version 2.0.5154.15 Address: 2700 SE Harrison St
Phone: 503-607-0481
E-mail:
<Figure 2>
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5.00 24.00
Recommended Anchor
Anchor Name:Titen HD®-1/2"0 Titen HD, hnom:3.75"(95mm)
Code Report Listing: ICC-ES ESR-2713
' \ \ \ . \ \ \ \ \ \ \ si
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
12—
SIMPSON Anchor Designer TM Company: BK Engineers Inc. Date: 5/5/2014
Engineer: RMM Page: 3/4
Strong-Tie Software Project: Perry Addition
Version 2.0.5154.15 Address: 2700 SE Harrison St
Phone: 503-607-0481
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N.(lb) V.(Ib) Vuay(lb) J(Vuax)2+(Vuay)2(lb)
1 0.0 0.0 -880.0 880.0
2 0.0 0.0 -880.0 880.0
Sum 0.0 0.0 -1760.0 1760.0
Maximum concrete compression strain(%o): 0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(lb):0
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 y
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 01 2
x
8.Steel Strength of Anchor in Shear(Sec.D.6.1)
V.(lb) Qgrout 0 0d4groutoVsa(lb)
4790 1.0 0.60 2874
9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2)
Shear perpendicular to edge in y-direction:
Vby=7(le/da)°2JdaAIf ccat'5(Eq.D-24)
le(in) da(in) A fc(psi) cal(in) Vby(Ib)
2.78 0.50 1.00 2500 10.25 11446
0.750d0Vcby=0.750d0(Avc/AVcc)Wed,v9'c,vq'n,vVby(Sec. D.3.3.3,D.4.1 &Eq. D-21)
Avo(in2) Avco(in2) Ped,V Y'c,V Y'n,v Vby(Ib) 0 0.750d0Vcby(lb)
116.25 472.78 0.778 1.200 1.601 11446 0.75 2366
Shear parallel to edge in y-direction:
Vbx=7(/e/da)02Jda24f'cCat15(Eq.D-24)
le(in) da(in) A. fc(psi) cal(in) Vbx(Ib)
2.78 0.50 1.00 2500 4.00 2790
0.750d0Vcbgy=0.75 0d0(2)(Avc/Avco)Vec,viYed,vVic,vY'n,vVbx(Sec.D.4.1, D.6.2.1(c)&Eq. D-22)
Avc(in2) Avco(in2) il'ec,V Ped,V Y'c,v Wh,V Vbx(Ib) 0 0.750d0Vcbgy(Ib)
97.50 72.00 1.000 1.000 1.200 1.000 2790 0.75 5101
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3)
0.750d0 Vcpg=0.750a0kcpNcbg=0.750d0kcp(ANc/ANCO)iYec,N Wed,N WyN 9ogNNb(Eq. D-31)
kcp ANc(in2) ANco(in2) WeaN Wed,N KN y'cp,N Nb(Ib) 0 0.75fd014pg(Ib)
2.0 111.03 69.56 1.000 0.988 1.000 1.000 3940 0.70 6523
11.Interaction of Tensile and Shear Forces(Sec.D.7)
- Shear Factored Load,V.(Ib) Design Strength,rV„(Ib) Ratio Status
Steel 880 2874 0.31 Pass
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Slmpsol Stforig.-T:e Company he. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
45
SIMPSON Anchor Designer TM Company: BK Engineers Inc. Date: 5/5/2014
Engineer: RMM Page: 4/4
5t��- 'ie Software Project: Perry Addition
Version 2.0.5154.15 Address: 2700 SE Harrison St
Phone: 503-607-0481
E-mail:
T Concrete breakout y- 1760 2366 0.74 Pass(Governs)
Concrete breakout x+ 1760 5101 0.35 Pass(Governs)
Pryout 1760 6523 0.27 Pass
1/2"0 Titen HD,hnom:3.75"(95mm)meets the selected design criteria.
12.Warnings
-Per designer input,ductility requirements have been determined to be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
uir z sore`irorq-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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