Specifications (19) poS--r()-e kcA-o(YY-3L-A-
t-- titC-A- k,Q1)\ Ux- L,Lim L -
NIAMMOMN_..,:....,„.„\
LYVER ENGINEERING AND DESIGN
7 ..- 7950 SE 105:h. Potand. Oregon 97265
..1 ';'n 503-355:S3 .: 503 43049 Tc_
RECEIVED
Design for;
FEB 1 9 2019
Three Rivers Custom Decks M/ %TPR
BUILDING DIVISION
For: Newell Middleton
Deck Replacement
13607 SW Lauren Lane
Tigard, Oregon 97233
These calculations are for the design and detailing of a new
SINGLE FAMILY RESIDENCE DECK REPLACEMENT Tigard,
Oregon. We have performed the complete design only for the
proposed custom residence deck.
The information contained is for the sole use of Three Rivers
Custom Decks and their agents to provide a new framed
RESIDENCE DECK. All other work performed by others is outside
the scop- e * . design.
c. - ii cruki,
„;„s.r)a -Rop6_4-
.c-0,4 0 1 NE,z416,e.
2994 4 '
. ,
4 - ,
OFFICE COM
lin k i - t
ORO
'',..00°' •
' ti"111:11 I SD
Job Number 19-035
February 14, 2019
0
LYVER ENGINEERING AND DESIGN
7950 SE 106th. Portland. Oregon 97266
) pb 503 75 5_33 F . 503 43_2.-449 -rc, i;tier E, D COT • -EC --
General Information:
The structural calculations contained herewith are for the new proposed single
family custom residence deck.
Newell Middleton
13607 SW Lauren Lane - Tigard, Oregon 97223
Code Used: 2014 Oregon Structural Specialty Code
Design Loads:
Dead Load:
Floor Decking 5.0 psf
2x Joists 3.0 psf
Miscellaneous 4.0 psf
TOTAL 12.0 psf
Live Load: Roof Ground Snow Load 25.0 psf
Roof Snow Load 25.0 psf
Wind Load: 130MPH (ult) 100 mph (ASD) Exposure B - Simplified
Seismic Load: Ss = 0.9709 &S1= 0.4245 (Tigard, Oregon 97223)
Soil Load: Allowable Bearing; 1500psf w/ 1/3 ST Increase
--- st-TZ 1 _P G"�'-ty-,J - �-C --t %:,,J.t. .+:i'3,-1`."r' , -0/ ► 'tfrir
, z
5 =a _ : : x - :� ` FLS z
TA rs : p t.-- ".'L ft: 's r,: fq). (tris: - 4/1 , - --_- - -- -_ _
j
z= Z
L.t; _.. - , , . 1 s) ( Z,. s) ` ,m ,
ku
__r
I _a
.. ‘).1__ D 13-Q - 1 5. -',-
' # .)"`""''`...
G c,d 1' c.
j
, „1-7.. . ._...„...„.„.....
-� R +
�'�.}(,}- l�-t�'�-5� fir.� - —. -
}
_
_
a
1
.
�
4 .
r
_
i
, L
'-' C.--0 f.'"4_,.. irLn.'"kri: t t.;
i.
z
,
r_
,
�
- - --
II!
PROJECT:
DESCRIPTION;
CLIENT:
a . I
? - 1 kJ .5
LYVER ENGINEERING AND DESIGN I2.DATE:1,4/
ENGINEER:
7950 SE 106th Portland, Oregon 97266 PROSECT ECT 0. SHEEN
Ph:503.705.5283 Fax:503.482.7449 Troyt@Lyver-EAD.com www.Lyver-EAD.com 19 .0 1' f ►r
Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK
106th AVE Engineer: TDL
11.1 [I 7P9o5rt0
SE 106th
Oregon 97266 Project ID: 19-035
Project Descr:Single Family Deck
Printed 14 FEB 2019 1 55PM
File.C:illserSILYVERE-11DroptoxTEADF1-1\2019J0-119-035-1.MID\19-0,35 cics.ec6.
ASCE Seismic Base Shear
Software copyright ENERC.ALC,INC.1983-2018,8urld:10 18.12.13.
Lic.#: KW-06009286
Lic-ns•- :L • E . — . - . D• 1. .II
SEISMIC FORCE GENERATION
Risk Category
Calcl.rlailor!s per ASCE -10
Risk Category of Building or Other Structure: "l'.All Buildings and ether structures except those listed as Category 1,111ASCE 7-10.Page 2,Table 1.5-1,and IV
Seismic Importance Factor = li ASCE 7-10.Page 5, Table 1 5-2
Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 114.1
Max.Ground Motions,5%Damping: Latitude = 45.4deg North
S
= c,9709 g,0.2 sec response Longitude = 122 782 deg West
S =
1 04245g.1.0 sec response Location: Portland.OR 97223
Site Class, Site Coeff.and Design Category
SiteClassification 'D''.Shear Wave Velocity 600 to 1,200 ftisec = D ASCE 7-10 Table 20.3-1
Site Coefficients Fa&Fv Fa _, 1.11 ASCE 7-10 Table 11.4-1& 11,4-2
(using straight-line interpolation from table values) Fv = 1.58
Maximum Considered Earthquake Acceleration S =Fa•Ss
MS = 1,079 ASCE 7-10 Eq. 11.4-1
' S MI=Fv'Sl = 0.669 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration
S =5 im.S2/3 = 0.720 ASCE 7-10 Eq, 11.4-3
SDI ki S •2/3 = 0.446 ASCE 7-10 Eq. 11,4-4
t
Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2
Resisting System
ASCE 7-10 Table 12.2-1
Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification
Steel special cantilever column systems
Response Modification Coefficient 'R• = 150 Bu,!oing height Lints
System Overstrength Factor 'Wo' = 1.25 Category'A&BLimit Limit=35
Category Limit: Limit 35
Deflection Amplification Factor •Cd• = 2.50 Category"CIC' =Limit: Limit=35
NO FE'See ASCE 7-10 for air appkabie footnotes. Category"E"Limit Limit=35
Category'F'Limit Limit=35
Lateral Force Procedure
ASCE 7-10 Section 12.8.2
Equivalent Lateral Force Procedure
The'EgJiivalelt Lateral Force Procedure`is being used according to the provisions of ASCE 7-10 12 5
Determine Building Period
Use ASCE 12.8-7
Structure Type for Building Period Calculation: AU Other Structural Systems
'Ct'value = 0.020 'hn':Height from base to highest level = 18.0 ft
'x•value = 075
'Ta"Approximate furidemental period using Eq.12.8-7 : Ta=Ct'inn'''x) = 0,175 sec
7C:Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec
Building Period•Ta'Calculated from Approximate Method selected = 0.175 sec
"Cs" Response Coefficient
.ASCE 7-10 Section 12.8.1.1
S Ds:Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs _= 0.288
'R':Response Modification Factor = 2.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 1.020
Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than r- 0,032
Cs:Seismic Response Coefficient = = 0.2878
Seismic Base Shear
-
ASCE 7-15 Section 12.8,1
- — - -
Cs = 02878 from 12.8.1.1 W(see Sum Wi below) = 8.80 k
Seismic Base Shear V= Cs'W = 2.53 k
0
-------\ Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK
1-11 7950 SE 106th AVE Engineer: TDL
' Portland,Oregon 97266 Project ID: 19-035
Project Descr:Single Family Deck
..,
I
P:-nted la FEB 2019 1 56PM
File=C:alserslYVERE-1\DropboxlEADF1-11.2019J0-119-035-1.MID\19-035calcs.ecC.--
ASCE Seismic Base Shear
Software copyright ENERCALC,INC.1983-2018,Ba1:10.18.12.13.
Lic.#:KW-06009286 Licensee: Lyver Engineering and Design,ilc,
Vertical Distribution of Seismic Forces A 2'.:-. 7.10 .3s:Mon 12
'k':hx exponent based on Ta= " I:
Table of building Weights by Floor Level...
Level# VVi:Weight Hi:Height (Wi'HiAk) Co Fx=Cvx•V Sum Story Shear Sum Story Moment
2 4.90 14.75 72.28 0.7554 1.91 191 0.00
1 3.90 600 23.40 E248 3 82 2 53 15.74
Sum Wi= 8.80 k Sum Wi*Hi = 95 68 k-ft Total Base Shear= 253k
Base Monvant= 31,9k-ft
Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10 11
Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force
2 4 90 1.91 1.91 ..! .' - 1.91 0.71 1 z.1 141 1.91
3.90 0.62 253 c: 1:: 1.12 0.56 112 112 112
Wpx Weight at level of diaphragm and other structure elements attached to it.
Fi Design Lateral Force applied at the level.
Sum Fi Sum of"Lat.Force'of current level plus all levels above
MIN Req'd Force @ Level...... 0.20"S DS'*Wpx
MAX Req'd Force @ Level...... 0.40"S D, I*Wpx
Fpx:Design Force @ Level , Wpx'SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level
a)
Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK
7950 SEPortland106thOregon AVE97266eTL
, Project er:ID: 19-035D
Project Descr:Single Family Deck
Panted 14 FEB 2019 2 02PM
ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, pdie=CAUserslWERE-1propbox',LEADF1-11201930-1119-035-1 MI0119-035caics.ec6
Software copyright ENERCALC,INC.1983-2018 Bd4.10.18.1213.
Lac.#:KW-06009286 Licensee: Lyver Engineering and Design,lbc
Description: Wind Force Generation
Analytical Values :aiculetions per ASCE -10
Basic Wind Speed per Sect 26.5-1A,B or C 130.0 mph
Roof Rise:Run Ratio Fiat
Occupancy per Table 1.5-1 II
All Buildings and other structures except
those listed as Category I,Ill,and IV
Exposure Category per 26.7 Exposure B
MRN:Mean Roof Height 18.0 ft
Lambda:per Figure 28,6-1,Page 305 1.00
Effective Wind Area of Component&Cladding ft''2
Roof pitch for Badding pressure 0 to 7 degrees
User specified minimum design pressure 10 0 psf
Topographic Factor Kzt per 26.8 1.00
LHD:Least Horizontal Dimension ft
a=max(0.04'LHD,3,min(0.10•LHD,0.4`MRH)) 3.00 ft max(0.04*LHD,3.min(0.10LHD,0.4•MRH))
Design Wind Pressures
Zone: A = 26.80 psf Zone: C = 17.80 psf
Zone: B = -13.90 psf Zone: D =
-10.00 psf
Vertical Pressures ..
Zone: E =
-32.20 psf Zone: G = -22.40f
PS
Zone: F = -18.30 psf Zone: H = -14.20 psf
Overhangs
Zone: Eoh = -45.10 psf Zone: Goh = -35,30 psf
ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind
pressures from Section 28.6.3 shall not be less than a minimum load defined by assuming the pressures, ps, for
zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are
equal to 0 psf.
Component&Cladding Design Wind Pressures
Design Wind Pressure=Lambda•Kzt'Ps30 per Eq 30.5-1
Roof Zone 1: Positive: 12.400 psf
Negative: -30.400 psf
Roof Zone 2: Positive: 12.400 psf
Negative: -51.000 psf
Roof Zone 3: Positive; 12.400 psf
Negative: • -76.800 psf
Wall Zone 4: Positive: 30.400 psf
Negative: -33.000 psf
Wall Zone 5: Positive: 30.400 psf
Negative: .40.700 psf
Roof Overhang Zone 2: -43.800 psf
Roof Overhang Zone 3; -72.100 psf
(S2
-
-
u
i
r
4.-i4- 4 Vic.
_ - - v______ __--
- r T, V 5-, 5-,c/\/\ 0) --A.:L._
L.--Q', _C-Y`•— _- 9 C..7-..-1C,... - ---r-4 !, - -_ '
- n �__a 4
—
. ors-Tz, , _ L . --7 _ (.0 tv
J.
-. _
s . t�� L
- .1a
T
r
r
g1 F
`
t //�/`�.P`j[� _n__}-_
ry.._ _.n
� -... - - _
T
_ -H.-4-.1„.„4-21,
a
4,-,:..-,-4--i:
4 I
)) � -
-� I [7j
--4.
L
� t
K.
PROJECT: DESCRIPTION:
CLIENT:a LYVER ENGINEERING AND DESIGN 74: , 1
ENGINEER.
7950 SE 106thPortland, Oregon 97266 ( �PRECT O. SHE I
Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com wwtiv.Lyver-EAD.com
I ! 7950 SE 106th AVE
Portland,Oregon 97266 Project Title: MIDDLETON NEWELL DECK
Engineer: TDL
Project ID: 19-035
Project Descr:Single Family Deck
PrInted 14 FEB 201c, 2 09PM
-
File=C\UserslYVERE-1tDropbox\LEADF1-11.2019.10-1119-035-1,MID119-035 calcs.ec6
Multiple Simple Beam
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lie.#: KW-96909286 l
Licensee; Lyver Engineering and Design,lic
Description :
Wood Beam Design : UPPER DECK JOIST
Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size : 2x12,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations Major Axis Bending
Wood Species: Hem Fir Wood Grade: No.2
Fb-Tension 850.0 psi Fc-PrIl 1.300 0 psi Fv 150 0 psi Ebend-xx 1.300 0 ksi Density 25 83C pcf
Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525 0 psi Eminbend-xx 470.0 ksi
Applied Loads
0 ,--00120, L=0.040. S=0.0250 klt,Trib=1 330 ft
Design Summary
Max fb/Fb Ratio = 0.740• 10)S
fb:Actual: 831.46 psi at 7.350 ft in Scan#1 t,-.L.,i: t.....;-- t-t'L`:i::::"7' ^-... . t----- - '-. ,.,- < :-;.-... - .. • ,
Fb:Allowable: 1.124.13 psi
Load Comb' +D+0,750L+0 750S+11 A, 2x12 2x12
Max fv/FvRatio= 0.280: 1 15.0 ft 2 0 ft
fv:Actual: 48.36 psi at 14.100 ft in Span#1 -
Fv:Allowable: 172.50 psi
Load Comb: +D+0 750L+0 '50S+H Max Deflections
Max Reactions (k) Q 1 kr 1 Lv 6 H Transient Downward LT,253 in Total Downward 0.384 in
Left Support 012 0.39 0.24 Ratio 712>360 Ratio 468 >180
Right Support 0.15 0.51 0.32
LC. L Only C -0,0 750L+0.7503+H
Transient Upward -0,103 in Total Upward -0,156 in
Ratio 464 Ratio 306
LC. L Only C:+D+0.7501..±0.750S+H
Wood Beam Design : LOWER FLOOR JOIST
Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size: 2x8,Sawn, Fully Braced
Using Allowable Stress Des gn with ASCE 7-10 Load Combinations,Major Axis Bending
Wood Species: Hem Fir
Wood Grade: N 2
Fb-Tension 850.0 psi Fc-Prli 1 300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 its' Density 2.• 0 pcf
Fb-Compr 850.0 psi Fc-Perp 405 0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Unif Load: ID=0.0150, L=0.040, S=0.0250 ktft,Trib=1 330 ft
Design Summary
OM 01995)L(005320 ',' .7325)
Max fb/Fb Ratio = 0.404. 1
fb:Actual: 544.41 psi at 3,750 ft in Span#1 n1'1. -,. ' - - --7,- '
Fb:Allowable: 1,348.95 psi
Load Comb: +D+0,750L+0,750S+H 2x8
Max fv/FvRatio= 0.214: 1
7.50 ft
fv:Actual: 36.84 psi at 0.000 ft in Span 4 1 - --
Fv:Allowable: 172 50 psi
Load Comb: +D+0 750L+0.7505+H Max Deflections - -- - -
Max Reactions (k) D L Lr a W E H Transient Downward 0.061 in Total Downward 0.098 in
Left Support 007 0.20 0.12 Ratio 1463>350 Ratio 918 >180
Right Support 0.07 0.20 0.12
LC-L Only C *D+0 750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
(.1.0
"'*' • Lyver Engineering and Design,LLC
k,,,,;.:
Project Title: MIDDLETON NEWELL DECK
."4',,,„" -t.',.P 7950 SE 106th AVE Engineer: TDL
Fr 7' Portland,Oregon 97266 Project ID: 19-035
Project Descr:SIngle Family Deck
:4' -[,
,34, .,'Li':
--.6:.,.'t",i
47,,--`7-.4.;,,,e,
Printed 14 FEB 2019, 2 09PM
- #s
File=C:kUserstYVERE-10ropboxlEADFI-112019J0-1\19-035-1.M10 N19-035 Cal .eo3
Multiple Simple Beam
Software copyright ENERCALC,INC,1983-2018,Build:10.18,12.13
Lic.#:KW-06009286 Licensee:Lyver Engineering and Design,lic
Wood Beam Design : UPPER HEADER
Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size: 6x10, Sawn, Fully Braced
_
Using Allowable Stress Design with ASCE 7-10 Load Combinations 1a;iys
Wood Species: DF/DF Wood Grade: 24.F-V4
Fb-Tension 2,400 0 psi Fc-Pal 1 650.0 psi Fv 265.0 psi Ebend-xx 1.800.0 ksi Density 'T.' 2 12 pcf
Fb-Compr 1 850 0 psi Fc-Perp 650,0 psi Ft 1.100 0 psi Eminbend-xx 950.0 ksi
Applied Loads
._:;-:d 13=0'0150, L.0.040, S=0.0250 tott.Trib=7.50 ft
Design Summary
D(0 1125., L.c;..130,SiO 1875)
tb Actual:
Max fb/Fb Ratio = 0.363. 1
: ,,,,L --J'266-
1,001.82 psi at 5 375 ft in Span#1 1 - .•- - .,- . -.-;, ..-„ ,..-,. - _ -,..,, -3.;,,. 57z-N,.
Fb:Allowable: 2,760.00 psi
Load Comb. +0+0,750L+0.750S+H 46, 6x10 4,
Max fv/FvRatio= 0,207: 1 10.750 ft
fv:Actual: 62.96 psi at 9.962 ft in Span# 1
Fv:Allowable: 304.75 psi
Load Comb: +D+0.750L+0.750S+H Max Deflections
Max Reactions (k) Q „L. la 1 w E 111 Transient Downward 0 128 in Total Downward 0 204 in
Left Support 0.60 1 61 1.01 Ratio 1006>240 Ratio 631 >180
Right Support 0.60 1.61 1.01
LC.L Only .C:+D+0.750L+0.750S+H
Transient Upward 0.000 in Total Upward 0 000 in
Ratio 9999 Ratio 9999
LC LC.
- - —
Wood Beam Design : MAIN BEAM
Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size: 6x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinati:ns Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-PM 1,650.0 psi Fv 265 3 psi Ebend-xx ' 80C 0 ksi Density 2- 26 pcf
Fb-Compr 1.8500 psi Fc-Perp 650.0 psi Ft 1,1000 psi Eminbend-xx 950 6,ksi
Applied Loads
Linif..,:a,: D.0 0150, L=(1040, S=0,0250 kik Trib=7.50 ft
Design Summary
Max fblFb Ratio = 0.363' 1 ____
fb:Actual: 1,001.82 psi at 5 375 ft in Span#1 k _ _ ...... ...„,..„ _ „
Fb:Allowable: 2,760.00 psi
Load Comb: +D+0.750L+0.750S+/-1 .4, 6x10
/..M
Max fv/FvRatio= 0.207: 1 10.750 ft
fv:Actual: 62.96 psi at 9.962 ft in Span#1 -
Fv:Allowable: 304.75 psi
Load Comb: +D+0 750L+0,7505+H Max Deflections
Max Reactions (k) .12 I, W € El Transient Downward 0 125 in Total Downward 0.204 in
Left Support 0,50 1,61 1.01 Ratio 1006>360 Ratio 631 >180
Right Support 0.60 1.61 1,01
LC:L Only C ,D+C 750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC. LC:
6
Project Title: MIDDLETON NEWELL DECK
--",----\ 7L9pt5e0rSEEnglion67hriAngvEand Design,LLC
Engineer: TDL
Portland,Oregon 97266 Project ID: 19-035
Project Descr:Single Family Deck
.../
-)
Pte a '4 FEB 2212 2 29Prit
File=CALIsers\LYVERE--ltDropboxtLEADF1-112019J0-1\19-035--1.MID119-035 calcs.ec6 .
Multiple Simple Beam
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
tic.#:KW-06009286
Licensee:Lyver Engineering and Design,tic
Wood Beam Design : STAIR STRINGER
Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size : 2x8,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations t.' -Ams Bending
Wood Species: Hem Fir Wood Grade: No 2
Fb-Tension 850.0 psi Fc-PrIl 1.300 0 psi Fv 150 0 psi Ebend-xx 1.300.0 ksi Density 2rrr 330 pcf
Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525 0 psi Eminbend-xx 470 0 ksi
Applied Loads
"Jr,'_::::: 2-,- 20, L=0.040, S=0.0250 MI Trio=20 ft
Design Summary
Max fb/Fb Ratio = 0.504• 1
580,5(0..05c
fb:Actual: 679 59 psi at 3 500 ft in Span#141
--ts - ,. . 1., i- ..--.•••Iyie, ,...,,,,. t.•.,,•,....:r .tt... •----_ - ,,,, -..,-
Fb:Allowable: 1.348.95 psi ;Or.,tt—•r..s:tt-,7t.*:st:••••,•--4-,o• t .-27-k:tT,Itztotiztr... ,,Ittt---.4,,,,4:o•-•,,,,-.L ._i____- - ,.--
Load Comb: +D+0.750L+0.750S÷H ', 2x8
Max fv/FvRatio= 0283: 1
7.0 ft
fv:Actual: 48.88 psi at 6.417 ft in Span#1 -
Fr/:Allowable: 172.50 psi
Load Comb: --D+0.750L+0 750S+H Max Deflections
V E
Max Reactions (k) P. I. ti
Transient Downward 0 070 in Total Downward 0 107 in
IL 1
Left Support 0.08 0,28 018 Ratio 1197>360 Ratio 788 >180
Right Support 0 08 0.28 0.18
LC:L Only C 4-0+0 750L+0.750S+H
Transient Upward 0 000in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
SIP
- i1/4%i / bc../c, - (6,„.04..„.
.as
I.
.0!= - .
f
_
__a
,
.fr.)b r T
111171 `
F
_ f
7
„ , ,
... . ,.....- .: -- --...
, , . ,
.....................,...... .. ,..... .. _, -.1-4 :-.... ;-, .... -4-4-7. .--';.-.--. ,..,....,„, _77,77_, , ,--:--,-7: -7-_,.,,,,,,. ,_,,,,,,... _ _ :.,., .;. ,.., _ 7. , 7 7.,_
r
a• y y
4
‘ 1, ,,, : : j ,..' .„4,1"..-_—__ 3/6 _i; toa -
r
a 1, 4 '"
7
T -
r
1
. -�
T t1
1--,--i
.7....1__,_,..„.J...,____1_y - - �1 _y__5_ _ 4`_ _t_.T �_, U—r-7--t — --T,,__44,„__., -
;n ; , ,
t t
+�F
r
t ti ,_.r _ 1 1 - - _-
,.........,.......,..1_,__. _ ___�,,,,__t__�_y -M1M1. _ ......L--• __ 1......-
-'.
__ _
}
- xT.,
. 1 t t
_
r-40....�.a.
_
,
_-..:..__..__ `-i- --t_
DESCRIPTION:
CLIENT:
..,, ,_ , ,,,,„,
a------ --- --------- ------ -----
PROJECT;
LYVER ENGINEERINN 'le
7950 SE 106th Portland, Oregon 9726PR° ECT 0. SH
Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com F
'
.
----Th Lyver DesignLLC MIDDLETON NEWELL DECK
' , wSE /vmnAVE Engineer: TOL
Portland,Oregon 97266 Project ID: 19-035
Project DeoucS|nQle Family Deck
' . _.
~/
Printed 14 FEB 2019 2 28PM
Wood Column
File
u�«� �vV�smoyzus — _ =�=n EnE«c���c,vm�muumm�o«u/�m
' � Licensee: Lyver Engineering and Design,tIc
Description: MAIN DESIGN WOOD POST
Code References
_______
Calculations per 2O12NDS, IBC 2O12. CBC 2O13.ASCE 7'10 � - --�---- ---' -� ' --- -'
Load Combinations Used :ASCE 7-16
General |n/ormation
' - �
Analysis Method: Allowable Stress DesigWood Sectio Name 6x6 -- ---�- '----'
EndFixbieo lop Free, Bottom Fixed WoodGramm0manuf. Graded Lumber
Overall Column Height 1375 ft Wo�uvmm�7nm Sawn
Wood Species Douglas � r'� _. Exact Width 5.50 in AUmvSt�ouModiUouUonFunNs
Wood Grade No 1Exact Depth 5.50 in C/orCvfor Bending 1.0
Fb� 1000 psi F" 180 psi
Area 30.250 m� C/orC,m,umnn���n 1,0
Fb 1000 psi R 675 poi m 76.255 m� Cro'CvorTm`,mw 1O
Fo'pd| 1500 psi Density 31.21 p� /' 70255 m� ��'*��uovp�x�, 1.0
Fo'p«� 625 psi
u:T»mFwqm�pocm, 1.0
I E:Modulus B �
Elasticity x-xBanginQ y-yB*n�inU AxialC��r|mu,epomor 1�O
of
Basic 1700 1700 1700 ksi m�8vm�oomv�n 1�0
Minimum 620 620 UeCr:Repetitive? No
B
� ����h�n�U��� columns
�
� x(wi�U)axis: u»o�od Length w,x'x/uwuucmio8~1Q�x~21
Y-Y(depth)axis: Fully braced against buckling about V-V Axe
Applied Loads _-- ____'-_______ Service loads Load Focm�°inuao |�m�,ca|cv�dnnx
�nunnae}f�eivhtinduded:Q0148lbs^Dead Load Fa�or ------- --------------�� ����----. '
AXIAL LOADS. . .
Axial Load at13.75Qft, D=U,6O L= 1,OOk
Axial Load al6�ft, D=0.@lL= 1.60k
BENDING LOADS. ..
Lat. Point Load aU13.75Ohcreating Mx-x.E =&3Ok
Lat.Point Load at 5.0 ft creatinq Mx-x, E=0.10 k
DESIGN SUMMARY
Bending&Shear Check Results - -�
PASS Max. StressRatio =
- -- �" 0.9205'1 Maximum SERVICE Lateral Load
Reactions .�« Combination �D~�.75OL+I�08~B.5250E~* along' v-v oO k Bottomalong'' g 40 xGoveminVND8pommla Como + Mxx. NDS Eq. 3.B'3 Top along x« OOk Bottom along"x CC k
Location of max,abovebase 0O*
Maximum m/momSsnwueLoao��m|o*wv�mow...
Applied Axial 36S0: Along 8.648 in at 13,750 ft above base
Applied Mx '2428�� �'*udmomino�m: EOn//
Applied My 0.0 k-ft Along X-X 00 in at OU ft above base
Fc:Allowable 237.547 psi for load combination:n,�
p��� ShoerG�oo»�oho~ n. �n�W�� .1 omo'r�m�»�mmm�ommuxvwmw*�mmmw ...
Maximum Bending Compression Tension
~�~�70E~0�SOH
Location of max,above base 4.983 ft
Applied Design Shear 13,884 psi
Allowable Shear 288.0 psi
Load Combination
_ __-__ '- — __- ___
s
--eey _ --. MomnmmA��~Bending
S��oRm�o - Maximum
Sho�R�oLoad°°' u� �/_ Cp CfStress��Vo Status Location StressRoUo Status Location
Vun__ - -- -~D+M O.QV_ 0.173 01830 PASS 0.0 ft 0.0 PASS 13 750
ft~-D+L~H 1.000 0,156 0.6340 PASS 0# 0i0 PASS 13.750 ft 1.250 0.126 0.180/ PASS 0.0 ft 0.0 PASS 13,750 ft 1./50 0.136 01812 PASS OOh 0.0 PASS 13.750 ft
- ' 1 1.250 0.126 0.5170 PASS �»� 0.0 PASS 13.750 ft 1.150 0.136 0.5184 PASS 0.0 ft CiU PASS 13,750 ft 1.600 0.099 01795 PASS 8.0u
0.0 PASS 13.750 ft
' .,- Lyver Engineering and Design,LLC
'''- Vf Project Title: MIDDLETON NEWELL DECK
Engineer: TDL
L 7950 SE 106th AVE
• . --. i , Portland,Oregon 97266 Project ID: 19-035
. .
. ' Project Descr:Single Family Deck
':::, ':. . '
,.
. ';1 - 0)
Printed 14 FEE3 2019 2 28PM
- - -
WFIle=C qfserskt.'NERE-11)ropboxILEADF1-1019J0-1119-035-1.MID119-035
ood Column
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13
Lic.#:KW-06009286 Licensee:Lyver Engineering and Deign,Il ,
Description : t.'AIN DESIGN WOOD POST
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location
+D+0.7501:40,450W-44-1 1.600 0.099 C. 795 PASS 0.0 ft 0.0 PASS 13.750 ft
+D+0.75054-0 450W+1-1 1.600 0.099 0.1795 PASS 0.0ft 0.0 PASS 13.750 ft
+0.60D+0.60W+0.60H 1.600 0.099 0.1077 PASS 0 Oft 0.0 PASS 13.750 ft
+D+0.70E+0.60H 1.600 0,099 0.9079 PASS 0.0 ft 0.04821 PASS 4.983 ft
-.-D+0,750L+0.750S-C 5250E+H 1.600 0 099 0.9205 PASS 0.0 ft 0.03616 PASS 4.983 ft
+0.60D+0.70E+H 1.600 0 099 0.8873 PASS 0.0 ft 0.04821 PASS 4.983 ft
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
40+H
1.290
+0+141
4.490
+D+Lr+H
1.290
+D+S+H
1.290
+0+0.750Lr+0.750L41 3.690
+D+0.7501+0.750S+H 3.690
+D+0.60W+1-1
1.290
+D+0.750Lr+0.450W+H 1.290
+D+0.750S40.450W+I-1 1.290
40.600+0.60W+0.60H 0.774
+0+0.70E+0.60H 0.280 1.290 3.238
+D+0.750L+0.750S+0.5250E+H 0.210 3.690 2.428
+0.60D+0.70E+H 0.280 0.774 3.238
0 Only
1.290
Lr Only
L Only
3.200
S Only
W Only
E Only 0.400 4.625
H Only
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+0+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+441 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+Lr+l-i 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+S+H 0.0000 in 0.000 ft - 0.000 in 0.000 ft
+0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
40+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
40+0.750Lr+0.450VV+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0+0.70E+0.60H 0.0000 in 0.000 ft 2.554 in 13.750 ft
4040.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 1.915 in 13.750 ft
+0.60D+0.70E+I-1 0.0000 in 0.000 ft 2.554 in 13.750 ft
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L 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 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 3.648 in 13.750 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
(j.)/-
P -
7Ly9v50ersEEnglion6eenth'AngyEand Design,LLC
E".
rli
Portland,Oregon 97266 Project Title: MIDDLETON NEWELL DECK
Engineer: TDL
Project ID: 19-035
Project Descr:Single Family Deck
Drinteo 14 FEB 201g 2 28PM
File=C IlserslYVERE-11DroptoxlEA171-1,2019J0-119-03S-1.M10\19-035calcs.ec6.- -
d Column
WOO
Software copyright ENERCALC,INC.1983-2018,ButId10.18.12.13.
Lie.#: KW-06009286 Licensee : Lyver Engineering and Design,Ilc
Description: MAIN DESIGN WOOD POST
Sketches _ ....
• .
+X
c Load 2 ,
.-
0
•
U1
..ri
+fy s
6x6
-
5.50 in .
6
iiiPrLyver Engineering and Design.LLC
II 7F=905r10laSndE,106th0regoAVE266
oject Title: MIDDLETON NEWELL DECK
Engineer: 1.-DL
Project ID: 19-035
Project Descr:Single Family Deck
Priro.-) '4 FEB 2015 2 32PM
File=CAUsers1LYVERE-nropboxlEADFI-1'2019J0-1119-035-1.MID19-035 calcs.ec6
Pole Footing Embedded in Soil
Software copyright ENERCALC.INC.1983-2018.Bu5d10.18.12.13.
Lie.#: KW-06009286 Licensee: Lyver Engineering and Design,tic
Description: ''.8 inch Pier foot'n?
Code References
Calculations per IBC 2012 1807.3, CBC 2013.ASCE 7-10
Load Combinations Used :ASCE 7-10
C:-.E',").', i -,..: -,'Ei.,,,-•
Pole Footing Shape Circular
Pole Footing Diameter 32.0 In
Calculate Min Depth for AllowaL - =.essures
No Lateral Restraint at Ground Surface
Allow Passive 300,0 pd
Max Passive 2,000.0 Psf Point Load
._.
Controlling Values
Governing Load Combination +D+0.70E+H
to
Lateral Load 0.2947 k i'75
Moment 3.419 k-ft i.
.ncl Sr c--s-.R-...'ir.
Pressures at 1/3 Depth jJ
Actual 346.405 Psf
Soil Surra:e •_ No lateral restraint
Allowable 346.815 psf , , ,
is
... ___ .
Minimum Required Depth : __ ft
Footing Base Area fr2
Maximum Soil Pressure ks'
pf.-„,,7,2.d Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (kir) Vertical Load (k)
0:Dead Load k lc/ft ' .. k
Lr:Roof Live k k/ft k
L:Live k k/ft 1.11_ k
S'Snow k IA
W:Nind 0 0 k kin k
E:Earthquake 04210 k k/ft k
H Lateral Earth k k/ft k
Load distance above TOP of Load above ground surface
ground surface 11 60 ft ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase
Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor
+D+H 0.000 1 '3 ,,.. '. ...._/...
--:--_-H 0.000 0.000 0.13 0.0 0.0 1.000
0.000 0.000 0.13 00 0,0 1.000
0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750Lr+0.750L+H 0,000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.750S+H 0 000 0.000 0.13 0.0 0.0 1.000
+D+0.60W+H OsIt 0.000 0.13 0,0 0.0 1.000
+D+0.70E+H 0 295 3.419 3.50 346.4 346.8 1.000
+040.750Lr+0.750L+0,450W+I-1 0.000 0.000 0.13 0.0 0 0: 1.000
. .
0
7Ly9v50ersEEnglio6neenth'nAgyEand Design,LLC Project Title: MIDDLETON NEWELL DECK
Engineer: TDL
• Portland,Oregon 97266 Project ID: '9-035
Project Descr Ingle Family Deck
..,
}
Printec 14 FEB 2019 2 32PM
..._
Pole Footing Embedded in Soil Fife=CAUsers1LYVERE-11DropboxILEADF1-112019J0-1119-035-1.MID.19-035 calcs.ec67
Software copyright ENERCALC,INC.1983-2O1 8tii1010.18.12.13.
Lic.#: KW-06009286 Licensee: Lyver Engineering and Design,tic
Description: 16 inch pier footing
+D+0.750L-4-0 750S+0 450W+H 0.000 0.300 0 13 00 0 0 1 000
+D+0.750L+0.750S+0,5250E+H 0.221 2.564 325 312.0 313 1 1 000
+0.600+0 60W+0,60H 0 000 0,000 0.13 0.0 0.0 1 000
+0.600+0.70E+0 60H 0,295 3 419 3.50 346,4 346 8 1.000
I.
Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK
. iI E7950 SE 106th AVE Engineer: TDI.
Poniand,Oregon 97286 Project ID: 19-035
Project Descr:Single Family Deck
Prntee FEB 2018 2 32PM
Wood Ledger File=C:1users'LYVERE-1`laropboxQEADFI-12019JQ-1119-035-1MID119-035caics.ec6...
Software copyright ENERCALC.INC.1983-2018,Build:10.18.12.13.
Lic.#:KW-06009286 `` s'.'-',.--
'` �: �� :, .. •.
x4" ` Licensee.Lyver Engineering and Design,Ilc
DeSCnption: Wood Ledger
DESIGN SUMMARY x.
` Design OK
Maximum Ledger Bending Maxim„ Bolt Bearing Summary Dowel Bearing Strengths
Load Combination... Load Combination..• (for specific gravity&bolt diameter)
+D+0.750L+9.750S *D+0.750L+0.750S Ledger,Perp to Grain 3,600.0 ksi
Moment 0.1435 ft-lb Max,Vertical Load 0,4095 lbs Ledger,Parallel to Grain 4,800.0 ksi
fb:Actual Stress 0.1310 psi Bolt Allow Vertical Load 114.820 lbs Supporting Member,Perp to Grain 3,600.0 ksi
Fb:Allowable Stress 850.0 psi Supporting Member,Parallel to Grain 4.800.0 ksi
Stress Ratio 0.000154:1 Max.Horizontal Load 0.0 lbs
Bolt Allow Horizontal Load 165.728 lbs
Maximum Ledger Shear
Load Combination... Angle of Resultant 90.0 deg
+D+0.750L+0.750S Diagonal Component 0.4095 lbs
Shear 0.3381 lbs Allow Diagonal Bolt Force 114.820 lbs
fv:Actual Stress 0.09328 psi Stress Ratio,Wood(Bolt 0.003566:1
Fv:Allowable Stress 100.0 psi
Stress Ratio 0.000933 :1
Allowable Bolt Capacity Note ' Refer to NOS Section 11.3 for Bolt Capacity calculation method,
Governing Load Combination .. +D+0.750L+0.7505
Resident Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 114.820
Bolt Capacity-Load Perpendicular to::gain Bolt Capacity-Load Parallel to Grain
Fern 3,600.0 Fes 3,600.0 Fyb 45,000.0 Fern 4,800,0 Fes 4,800.0 Fyb 45,000.0
Re 1.0 Rt 1.0 Re 1.0 Rt 1.0
k1 0.4142 k2 1,167 k3 1.167 k1 0.4142 k2 1.126 k3 1.126
Im :Eq 11.3-1 Rd= 5.0 Z= 270.0 lbs im :Eq 11.3-1 Rd= 4.0 Z= 450.0 lbs
Is :Eq 11.3-2 Rd= 5.0 Z= 270.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 450,0 lbs
II :Eq 11.3-3 Rd= 4.50 Z= 124.264 lbs II :Eq 11.3-3 Rd= 3.60 Z= 207.107 lbs
flim:Eq 11.3-4 Rd= 4.0 Z= 131.250 lbs Illm:Eq 11.3-4 Rd= 3.20 Z= 211.167 lbs
Ills :Eq 11.3-5 Rd= 4.0 Z= 131.250 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 211.167 lbs
IV :Eq 11.3-6 Rd= 4.0 2= 114.820 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 165.728 lbs
Zmin:Basic Design Value = 114.820 lbs Zmin:Basic Design Value = 165.728 lbs
Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain:
Z*CM*CD*Ct*Cg*Cdelta = 114.820 lbs Z*CM*CD*Ct*Cg*Cdelta = 165.728 lbs
0
"1 Lyver Engineering and Design,LLC Project Title: MIDDLETON NEWELL DECK
7950 SE 106th AVE Engineer: TDL
Portland,Oregon 97266 Project ID: 19-035
Project Descr:Single Family Deck
—1 '-' J
D,,--.:= 1s FEB 2016 232PM
File=C:tUsersiLYVERE-14Dropbox1LEADFI-112019.10-1 19-035-1.M1C119-035 talcs ec6.
Lie
KW-06009286Software copyright ENERCALC.INC.1983-2018.Build:1018.12,13.
'c...,:.,:,_ _ „f : ,,;„;;;;d,-1,:-.,,,,,, . Licensee:Lyver Engineering and Design,IIc
Description: Wood Ledger
Code References
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations
Ledger Depth 7.250 in Wood Stress Grade: Hem Fir, No.2
Ledger Wood Species Hem-Fir Fb Allow 850.0 psi
G:Specific Gravity 0.430 Fv Allow 150.0 psi
Bolt Diameter 1/4” in Fyb:Bolt Bending Yield 45,000 psi
Bolt Spacing 24.0 in Wood as Main Supporting Member
Width 1.50 in
Cm-Wet Service Factor 1.0
Ct-Temperature Factor 1.0 Wood Species Hem-Fir
Cg-Group Action Factor 1.0 G:Specific Gravity 0.430
C A-Geometry Factor 1.0
Load Data
Dead Roof Live Floor Live Snow Wind Seismic Earth
Uniform Load... plf plf plf plf plf plf Of
Point Load... 0.10 lbs lbs 0.260 lbs 0.160 lbs lbs lbs lbs
Spacing 16.0 in
Offset in
Horizontal Shear lbs lbs lbs lbs lbs lbs lbs
4
Simpson Strong-Tie Wood Construction Connectors SIMPSON
MPBZ
iiiiiiiiiiiiiiiiiii
Moment Post Base (cont.)
•The9. ...-,s are a.at;ole.Ito a7a., „z Ccr ,v :, - p, :`axes or .,._- _, -
Dimensions Concrete Allowable Loads
Wood Assembly Allowable
Nominal � Loads(DF/SP)
Model Column tin.} Strang-Drivee ` `�" Moment M Rotational t1:
No. Size SDS Screws Uplift Lateral F1 J Stiffness Code ^
t (ftIb) MomenDownload Download M tin.-Ib.! Ref. C}
1ya/ TO
D H — (400} (160)
(ft.-lb.)
rad.}
yyz UncrackediCrackedjUncrackedICracked Uncracked#Cracked (160}
L_..__
t
---
Non-Reinforced Concrete
ciWind andarsm Seismic A8
MN V:.::44: r , 965 6 540 e- m
g " _
83n=
- 10.855 3.73
_ _
Seismic Design Category C-F
i
F
A#t�Ribt z i _
, _
55 1.64E, 4.0&0 10:956 85
a 373br Es 8 6 9E5 l LLS7� '20 17 $
Reinforced Concrete
Wind Seismic Design Category 14$
815 r
4
F 1�r. 5S: d j? '
��&� fy, 730 i
1-- _ Seismic n Category C-F
• '.':::44.1. -- -
8'tS ?+t
r .
:� 61 61 !
`-
I.
t � :,i ,t be�.crea�fur u�taC>" . ::_:
'ad can be `hieved by so _ the ,-t�^_ -. ;nsta€a of oo. AU;:.wa co;n+rioad shaft be
.....,eetre,- s"x _t desian Or the- - — :akuiateC1 per coag .
3 i..-r.,,rr at,I•--.:,,c_, "1..11;, e55tve: =7 500 ost
4 ab..atwd -. :‘'..r ess wcounts for the ut of the base assernt
net r«�.' :yr addatorial deflector. ;..---it e to o e. . etc defieciK of theconnector fastener sip.and tic deforrhaticA
Thobtart LBF:
s.rrnt*m ASG setsmrxc ;c;, e arta v znc»redoes oy 1.67 it G tor 2(.12.E.17
S r ac:ordiarce BC `Section 1613 t.detached. ,_-and two-tarryft•ciwetergs er Sersmnic DesIgrt v:1:.;.....' _ ,_ n
ai'owatee sa}use-Wind SDC AA,B'
z.
- Pourxtatoo:dime—,eons a-e for ancharaot -- ;ze aria reinforc
` erns•
F Al(oa'i 8t}k dad stal b8 the lesser at the
abte Mad T^a - fart wood ascsemuy allowable moment bads
aadst onal conc'ete des gr,and s req rsd.
2 For«axing smar'ta e tr alIcrwabte toad awst be eva.,u.:f..;:o.:stag the tcdlo ation inesean UplIft.Adowak
Cr Design Download Al!t : ant Alovvabie Moment)a iC.. Lateral'Aiowable Lata ;_ 1.0
f) To accou^t fo's'-...'"...,-::- _ r.:-.`tffness 0.75. u'ct:bd'
by may be linearly,r1fr_(atgCi for nnb r .than 3'.t
post _ SECTION C
and con.,.......
f C
r„ pane t 9 ,j '_ -
` stand off t •' SviaiC.'af'tie.
: 1+
, `4 i'4`' r._2 41
Y •
1 { r -#3vacrg
} r 1 b - :..are aril
:311314
{
- - " r
., - ,Miry frtu:"•tk�ilit slta�ed tttt$7
-
fVt it$vertical
F
?
atStarOard hooks a est en cerje*ACeIP.spr4 ax' . r-ow,,,noDer AC,318 ftyp.;,ass , Dgretiiiess noted ,r^i d t otherwise ' _, .
eterrs 23Draretueczar
_ 7sper A01:08 ftyk.-ar r Over e AC'-318 nass noted`.14ss noted eherse
81