2835 Engineering Ltr 11072012 �
Myers Engineering , LL
3206 50th Street Ct NW, Suite 210-B
Gig Harbor, WA 98335
Phone: 253-858-3248 Fax: 253-858-3249
Email: myenqineer(a�centurvtel.net
November 7, 2012
Attn: Building Department
Ref: Rueppell Plan 2835 w/3 Car Option for Evergreen St. Bldrs.
Site Location: Lot 30 of Tahoma Terra (9963 Jensen Dr SE)
This is a Site Specific Enqineerinq Letter for the above referenced plan to be built at the above referenced
location. The plan referenced above and described in the accompanying construction documents and
calculations, was originally designed for the 2006 IBC/IRC. I have reviewed the plan and revised the
structurals portions as needed to meet or exceed the requirements of the 2009 IBC/IRC for the design
loads expected at the above referenced site.
The builder has also requested and has been given permission to replace the rear deck joists w/3/12
pitch mono trusses in order to create a roof over the covered patio and eliminate the deck. The center
post will be deleted and the beam will now be a 5%8'x9" GLB (24F-V4). A copy of the beam calculation
will accompany this letter.
If you have any questions, please give m call.
, .-
Sincerely, ,F,�"� �. ��F .Y ;
,:���"�s '�.���`<��;
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Mark Myers, P.E.
Project Engineer r�,� � ,
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Mark Myers,PE Title: Job#
Myers Engineering LLC Engineer:
, :i206 50th St Ct NW,Ste 210-B Project Desc.:
Gig Harbor,WA 98335
ph:253-858-3248 fx:253-858-3249
E-mail:m en ineer centu tel.net F-;,f:� ;�v�e�zri2.i.c�y,ara
WOOCI Bec`�IYI ENERCALC;INC.1983-2011,Build:6.12.4.24,Ver.6.t2.4.24
F.tl:
DesCription: Covered Patio Beam
Material Properties Calculations per NDS 2005,ASCE 7-05
Analysis Methotl: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination 200916C&ASCE7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 930ksi
Wootl Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
_.._.. _ _...._. _. _.
D{0.0975} S(0.1625)
,
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`�_' 5.125x9 _...
', Span = 18.0 ft :
Applied Loads Service loads entered. Load Factors wii{be applied far calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=6.50 ft
DESIGN SUMMARY �- � w
_ --.._..._ ____�....._ . ____ _— — __. __._- -
Maximum Bending Stress Ratio = 0.?81: 1 Maximum Shear Stress Ratio = 0.264 : 1 ;
Section used for this span 5.125x9 Section used for this span 5.125x9 '
! fb:Actual - 1,826.34psi fv:Actual = 70.01 psi ',
' FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi ',
' Load Combination +D+S+H Load Combination +D+S+H '
' Location of maximum on span = 9.00Oft Location of maximum on span = 17.280 ft
', Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
' Maximum Deflection
' Max Downward L+Lr+S Deflection 0.690 in Ratio= 312 '
, Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240
Max Downward Total Defiection 1.105 in Ratio= ��� '
; Max Upward Total Deflection 0.000 in Ratio= 0<180 '
__ _ __ _ __ __
_ _ _
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl location in Span
D+S 1 1.1046 9.090 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination SuppoR 1 Support 2
Overall MAXimum 2.340 2.340
D Only 0.878 0.878 .�,,j"�'�� �����k`
S Only 1.463 1.463 , �,,� � J�=�`�� ��
D+S 2.340 2.340 _ `��' � ��,• .� �"'
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