Specifications NJSHKIAN iH
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N D 1349.00
La Quinta
Tigard, OR
STRUCTURAL CALCULATIONS
1=3.0 20 VS--X t�7
City of Tigard
Ap oved Plans
By Date 10A'--1003-
106& & 43 Bt -
• REVISION
PRpp4 OFFICE COPY
' • �� G 1 N F ssr
w71 E� qt. 06/04/15
Ken Oliphant, PE, SE
• • ' G - Project Engineer
F,o4.1449 Edwin T. Dean, PE, SE
®Q21111 Principal-In-Charge
Scott Edwards Architects
Client
THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL
LIMITATIONS
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR
THIS PROJECT.
NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY
OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS
BEYOND THAT SHOWN ON THESE SHEETS.
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NISHKIAN DEAN
SHEET NO. ,
OF
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919
d> 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY DATE
Tel:(503)274-1843 Fax:(503)273-5696
CHECKED BY DATE
SCALE
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•
NISHKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1979 SHEET NO OF
I> 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY DATE
Tel:(503)274-1843 Fax:(503)273-5696
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NISHKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO _ OF
1022 SW Salmon Street,Suite 300, Portland, OR 97205 CALCULATED BY DATE
Tel:(503)274-1843 Fax:(503)273.5696 CHECKED BY _ DATE
SCALE
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JOB - _ NO -•
NISNKIAN DEAN
SHEET NO
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 OF
0 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE
Tel:(503)274-1843 Fax.(503)273-5696
CHECKED BY__ __. DATE
SCALE
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NISHKIAN DIliU r
SHEET NO �' OF
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 '
1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCUL ATE DBY DATE___,
Tel:(503)274 1843 Fax:(503)273-5696 CHECKED BY_ DATE
SCALE
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Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Wallslw
Wood-based Panels' __`
o
A cm
B
Minimun SEISMIC
® Minimum Fastener WIND
3 Sheathing Nominal Penetration Fastener Panel Edge Fastener Spacing(in.) Panel Edge Fastener
Panel In Framing Type&Size (in.)
m Material 6 4 3 2 8 4
Thickness Member or
hi (In.) Blocking v. G. v. G. v, G. v. 6m v. v. v„ v
g (in.) (pit) (kips/In.) (pit) (kips/in.) (pit) (kips/in.) (plf) (kips/In.) (pit) (plf) (pit) j (plf)
aNail(common or
OSB PLY OSB PLY OSB PLY OSB PLY i
galvanised box)
—
o Wood 1-1/4 6d 400 13 10 600 18 13 780 23 16 1020 35 22 560 840 1090 1430 N
c Structural 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 j 1290 1710 In
o Structural I" 7/162 1-3/8 8d 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1105 1415 i 1875 111
A
0 15/32 560 14 11 860 18 14 1100 24 17 1460 37 23 785 1205 j 1540 2045 a
F — — r
7 15/32 1-1/2 10d 880 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 1860 2435 t7
360 13 9.5 540 18 12 700 24 14 900 37 18 505 755 980 1260 N
o. 5116
3/8 11/4 6d 400 11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1090 1430
a Wood 3/8' 440 17 12 640 25 15 820 31 17 1080 45 20 615 895 1150 1485 2
Structural 7/162 1-3/8 480 15 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 "0 ti
Panels-
xi
A n Sheathing"
520 13 1 19 13 25 15 1260 39 20 730 1065 1370 1790
620 22 14 20 30 17 37 ?9 1540 52 23 870 1290 1680 2155 0
1-1/2 10d t
Z c 19/32 , 680 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430 1860 2435 co
Q Plywood
Nall(galvanized casing) C
O Siding 5/16 1-1/4 6d 280 13 420 16 550 17 720 21 390 590 770 1010 N
n S 3/B 1-3/8 so a 324 16 16 ¢2SL 20 820 22 450 670 870 1150 T
1 r.
Particleboard (common or
ii
eD Sheathing- 3/8 galvanized box) i XI
6d 240 15 360 17 460 19
o. (heathi rtetior 600 22 335 505 645 840
M talus"and 318 ltd 260 18 380 20 480 21 630 23 365 530 1 670 880 Z
M-2"Exterior 1/2 280 18 420 20 540 22 700 24 I
390 590 755 980 0
m G�") 1/2 10d 370 21 �' 550�Y^ 23 720 24 920 25 520 770 1010 1290 Z
3 .� 5/g 400 21 810 23 790 24 1040 26 560 855 1105 1455 0
Nag(galvanized roofing) ■
r- N
Structural
112 11 ga.(ad v.roofing nail(0.120" 340 4.0 460 5.0 520 5.5 475 645 730 m
Z
cn
Sheathing x 1-1/2"long x 7/16"head)
25✓32 11 ga.gals.roofing n611(0.120" i —
x 1-3/4"long x 318'heed) 340 4.0 460 5.0 520 5.5 475 645 I 730 t'!
T.2 I. Nominal unit shear capacities shell be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For
o.
o specific requirements,see 4.3.7.1 for wood sductura)panel shear walls,4.3.7.2 for particleboard shear walls,and 4.3.7.3 for fiberboard shear walls.See Appendix A for common and box nail dimensions.
a2. Shears are permitted to be increased to values shown for 15/32 inch(nominal)sheathing with same nailing provided(a)studs are spaced a maximum of 16 inches on center,or(b)panels are applied with long
o dimension across studs.
y', 3. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine,reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the
c Specific Gravity Adjustment Factor•[1-(0.5-G)J,where 0•Specific Gravity of the framing lumber from the NDS(Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1.
0 4. Apparent shear stiffness values G.,are based on nail slip in framing with moisture content less than or equal to 19%at time of fabrication and panel stiflhess values for shear walls constructed with either OSB
2. or 3-ply plywood panels.When 4-ply or 5-ply plywood panels or composite panels are used,G.values shell be permitted to be multiplied by 1.2.
a5. Where moisture content of the framing is greater than 19%at time of fabrication,G.values shall be multiplied by 0.5.
6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6"on center on either side,panel joints shall be offset to fall on different framing members as shown below.Alternatively,the
width of the nailed face of framing members shall be 3"nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered.
7. Galvanized nails shall be hot-dipped or tumbled.
to
to
SW3ISAS DNIISIS321,33aOA 1VH3J. V1
Table 4.3C Nominal Unit Shear Capacities for Wood-Frame Shear Wallet
Gypsum and Portland Cement Piaster
Max. A B
-
SMatlaing Material
Max.Fastener Stud
SEISMIC WIND
Fastener Type 3 Size=
3 Material Thickness*
Edge Spacing Spacing
V. G. �h•
St (in.) (PM (kipslin) (pH)
m 7 24 unblocked 150 4.0 150
4 24 I unblocked 220 6.0 220
5d cooler(0.086'x 1.515'long,15184'head)or 7 16 unblocked 200 5.5 200
o wallboard nail(0.086'x 1-518'long,9/32"head)or
a 0.120'nag x 1-12"long,min 316'heed 4 18 unblocked 250 6.5 250
C 7 16 blocked 250 6.5 CA
250
h
-
12• --� _,�� j 4 _ 16 blocked 300 7.5 300 m
8112 16 unblocked 120 3.5 120 0
0
O 4118 16 blocked 320 8.0 320 r-
Na.6 Type S or drywall screws ssws 1-114•long 4112 24 blocked 310 8-0 310 0 Q
RI
O
n 8112 16 Cl)blocked 140 4.0 140 to
n veneer plaster.or 8/12 15 blocked 180 5.0 180
p water-resistant Z
$� de
. gypsum backing board
7 24 unblocked 230 6.0 230
g i7; 6d cooler(0.092'r 1.78!'long,114"head)or 24 , ININ 7.5 290 C
n 2 wallboard nail(0.0915'x 1-718•long,now bead)or
0.120'rsN x 1.3/4"long,min 318'head 7 16 blocked 290 7,5 290 C
N
rn 4 16 blocked 350 8.5 350
S
3
7 No.6 Type S or W drywet screws 1.4/4"Iona
8112 18 Unblocked 140 I 140 CO
n o 8/12 16 blocked 180 5.0 i 180 O
�rj Base My-6d cooler(0.092'x 1.7/6"long 1N'head)or wallboard nag(0,0919' �• "
c� x 1.716'keg.19184'heed)Or 0.12Mn4■1-3 1 e 1 0 1 1 2.min 3/6'head Belle 9 � XI
It RY•e-1'h) Face ply-8d cooler 10.113"a 2.3/8'long.0.281'heed)m wallboard nee 46 Modred 500 11 500
Face:7 Z
(0.113'x 2.318'long,318"head)or 0.120'net r 2�!a'ka+q"rNn 318'heed 0
D
1/T x r x8' 16 unblocked 150 4.0 1s0 Z
0.120'nab x 1.314•long. 7116'head.Qoerro .p
te
ndant.gaNecviced - - ---- - - 0
Gypsum sheathing 1/2's t' 4 24 blocked 350 55 350 t/1
Z board -._. _. - 7 1a unblocked_ i.5 -- RI
Sre x 4 heed)or 7 .12 1/4"di x head)b wallboard nail
do I _3
S (0.0915`x 1-7(a• long,min:116'head 16 blocked 400 9.5 400
Gypsum lath,plain or
F.)
Cperforated with vertical 3/8'lath and 0.092'x 1-1/F long.19/84'head,gypsum w lks:we dyed net or 0.120'nab 5 16 unblocked 360 90 360
joints staggered W plaster x1..1/4'long,mk,3/8'heed I
C }
c
2. lath Gypsum lath,plain or 3/6'la end 0.092's 1.1/8'long.19164•heed.gypsum wallboard blued nag Or 0.120•nei/ J
perforated 1/2'Pl M
ater x1.114•long,min 3/8'head 5 16 unblocked 200 5.5 200
N
to Expended metal or
C woven were lath and 7�. 0.120'rob x 1-'/.'
5 Portland
content
long.7/18'Mad 6 16 unblocked 380 9.0 360
N j
a 1. Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance.. For general construction requirements sec 4.3.6. For
specific requirements,see 4.3.7.4.
2.Type S or W drywall screws shall conform to requirements ofASTM C 1002.
3. Where two numbers are given for maximum fastener edge spacing,the first number denotes fastener spacing at the edges and the second number denotes fastener spacing along intermediate framing mem-
bers. w
V
SW3ISAS ONIISIS321.30a0.J1tl1I311V1
NO.
NISHKIAN DEAN —
SHEET NO OF
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919
1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE
Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY. _ DATE
SCALE
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Wood Column File-CUsers\MMONTE-11DesktopWr ectstAOUIN-11/2P0STSF-1EC6
ENERCALC,INC 19832015,Build-6 19,Ver 8151 19
Uc. KIN4:16O036T8 licensee:NISHKIAN DEAN
Description: P2:Column between gridline 4 and 5 supporting
Code References
Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x6
End Fixities Top Fixed,Bottom Fixed Wood Grading/tanuf. Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
r ,%gee tr, no -slcnccr c 'c'lc.'on:
Exact Width 3.50 in Allow Stress Modification Factors
Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cvtor Bending 1.30
Wood Grade No.1 Area 19.250 in^2 Ct or Cv for Compression 1.150 •
Fb Tension 1,000.0 psi Fv 180-0 psi Ix 48.526 inA4 Cf or Cv for Tension 1.30
Fb-Compr 1,000.0 psi Ft 675.0 psi ly 19.651 inA4 Cm•Wet Use Factor 1.0
Fc-Prll 1,500.0 psi Density 32.210 pct Ct:Temperature Factor 1.0
Fc-Perp 625.0 psi
E:Moduius of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0
Kf:Buift-up columns 1.0
Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No •4.
Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=8 0 ft K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8 0 ft,K=1.0
Applied Loads Service loads enterec. Load Factors wit be applied for calculations
Column self weioht included:34.447 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 8.0 ft,D=4.650,L=4.130 k
BENDING LOADS. , . •
Lat. Uniform Load creating Mx-x,L=0.0050 k/ft
DESIGN SUMMARY _
Bending&Shear Check Results
-
PASS Max.Axial+Bending Stress Ratio = 0.7502:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L+H Top along Y-Y 0.020 k Bottom along Y-Y 0.020 k
Governing NDS Forumla Comp+ Mxx, NDS Eq.3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Aug Y-Y 0.001117 in at 4.027 ft above base
Applied Axial 8.814 k for load combination:+D+L+H
Applied Mx -0.02667 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 610.53 psi for bad txxnbination:nia
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.005772:1 Bending Compression Tension
Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.150
Location of max.above base 0.0 ft
Applied Design Shear 1.558 psi
Allowable Shear 180.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C o C p Stress Ratio Status Location _ Stress Ratio Status Location
+D+H 1.000 0.354 0.3986 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+L+H 1.000 0.354 0.7502 PASS 0.0 ft 0.005772 PASS 0.0 ft
+O+Lr+H 1.000 0.354 0.3986 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+S+H 1.000 0.354 0.3986 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+H 1.000 0.354 0.6623 PASS 0.0 ft 0.004329 PASS 0.0 ft
+D+0.750L+0.750S+H 1.000 0.354 0.6623 PASS 0.0 ft 0.004329 PASS 0.0 ft
+D+0.60W+H 1.000 0.354 0.3986 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.70E+H 1.000 0.354 0.3986 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.750Lr+0.750L+D.450W+H 1.000 0.354 0.6623 PASS 0.0 ft 0.004329 PASS 0.0 ft
Wood Column File=C:111 sers1MMONTE-110esktoplProiecle.LAOUIN-11P0STSF-1EC6
ENERCALC.INC 1983.2015,Buo0.6151 19,Ver:6151 19
Uc.as:KW-06003BM licensee:NISHKIAN DEAN
Description: P2:Column between gridiine 4 and 5 supporting.
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+0.750L+0.750S+0.450W+H 1.000 0.354 0.6623 PASS 0.0 ft 0.004329 PASS 0.0 ft
+D+0.750L+0.750S+0.5250E+H 1.000 0.354 0.6623 PASS 0.0 ft 0.004329 PASS 0.0 ft
+0.60D+0.60W+0.60H 1.000 0.354 0.2392 PASS 0.0 ft 0.0 PASS 8.0 ft
+0.60D+0.70E+0.60H 1.000 0.354 0.2392 PASS 0.0 ft 0.0 PASS 8.0 ft
Maximum Reactions _ Note.Only non-zero reactions are listed
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination 0 Base @ Top @ Base 0 Top 0 Base
+D+H k - k 4.684 k
+D+L+H k 0.020 0.020 k 8.814 k
+D+Lr+H k
k 4.684 k
+D+S+H k k 4.684 k
•
+D+0.750Lr+0.750L+H k 0.015 0.015k 7.782 k
+D+0.750L 40.750S+H k 0.015 0.015 k 7.782 k
•D+0.6OW+H k k 4.684 k
+D+0.70E+H k k 4.684 k
+D+0.750Lr+0 750L+0.450W.H k 0.015 0.015 k 7.782 k
+D+0.750L+0,750S+0.450W.H 'k 0.015 0.015 k 7.782 k
+D+0.750L+0.750S+0.5250E+H k 0.015 0.015 k 7.782 k
+0.60D+0 60W+0 60H k k 2.811 k
+0.600+0,70E+0.60H k k 2.811 k
D Only k k 4.684 k
Lr Only k k k
L Only k 0.020 0.020 k 4.130 k
S Only k
W Only k k k
k k
E Only k
k k
H Only k k k
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D+H 0.0000 in 0.000 ft ...
.000 in 0.000 It
+D+L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft
+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 It 0.001 in 4.027 It
+D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+D+0.60W+H 0.0000 in 0.000 it 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 0.001 in 4.027 ft
+D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0.600+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
D Only 0.0000 in 0.000 It 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 It 0.001 in 4.027 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 0.000 in 0.000 ft
H Only 0.0000 in 0.000 It 0.000 in 0.000 ft
Fe=C AlserSWMONTE-11DesktoprolecULACJUIN-11POSTSF-1 EC6
Wood Column
ENERCALC.INC 1983-2015 Build 6 151 19 Ver6 15119
Uc. :KIA1-06003678 Licensee: ISHK1AN DEAN
Description: P2:Column between gridline 4 and 5 supporting.
Sketches
-------- -
M4:Loads
• eri
q –I
- !
41:1
is
— I
DLO I
3.50 in
Loads are total entered value.Arrows do not reflect absolute direction.
FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
:IFI --; Transmittal Letter
T I G A R E) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: Dan Nelson DATE 0:, , I Eit:
DEPT: BUILDING DIVISION
JUN 11 2015
FROM: Chris Olenyik
CITY OFTIGARD
COMPANY: Scott Edwards Architecture BUILDING DIV SlO'
PHONE: 503.226.3617 By:
RE: 10830 SW Greenber. ' r 1 T(��'ZDiAj—Go t2`7
ite • 5 5 ress .� Permit Number)
La Quinta ��
(Project name or subdivision n. a and to
ii
I
ATTACHED ARE THE FOLLOWIN■ I ' ■ 5 • I
Copies: I Description: Copies: I Description:
Additional set(s) of plans. Revisions:
Cross section(s) and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. 2 Engineer's calculations.
Other(explain):
REMARKS:
FOR O FIC USE ONLY
Routed to Permit Te' icia/ Date: 6�3c1(S Initialsk(�
Fees Due: ❑ Ye [�}' 11�o Fee Description: Amount Due:
$
$
$
$
Special
Instructions:
Reprint Permit (per PE): ❑ Yes I Quo ❑ Done
Applicant Notified: r_ Date: (e/�2/ir Initials: Ali r?
1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012