Specifications (77) 'PDL-1?Dz
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NISHK1AN
TRUCTUA CE
,41 i ^ ND1349.00
La Quinta
Tigard, OR
STRUCTURAL CALCULATIONS
isD PRop4.4,
GI Pit4, d'eo
71
F 06/04/15
Ken Oliphant, PE, SE
I Project Engineer
OLICIL
Edwin T. Dean, PE, SE
PrincipalIn-Charge
rEMETMEIS
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 ENGINE':.•R FOR ITEMS
BEYOND THAT SHOWN ON THESE HEE-IS.
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BEAM SCHEDULE HOLDDOWN SCH -,.
EDULE ,SHEAR WALL KEYNOTES ',
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(4: \ ',!:) (f." ', ) 4. FRAMING ELEVATION:
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(..,-1,,ELEVATION OF'SHEAR WAIL ON GRID UNE 4-LOOKING WEST
NISHKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE.1919 SHEET N�'` OF
1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED I _.....__ —_--,�
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Tel:(503)274-1843 Fax:(503)273-5696 CHECKED A?v
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NISHKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO � .
1022 SWSalmon Street,Suite 300,Portland,OR 97205 CALCUI.ATED i=.4 iDATE_..__
Tel:(503)274-1843 Fax:(503)273-5696
CHECKED NY
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No.
NISKKIAN DEAN
SHEET NO, OF
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919
CALCULATED TY DATE
T10212(5S0W3)S2a7l 4m ol8n45,3t r eF et,S(5u0i t3e)23070:5P6o9r6t land,OR 97205
CHECKED EY DATE
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NISHKIAN DEAN
SHEET NO. E
CONSULTING AND STRUCTURAL,ENGINEERS SINCE 1919 ------
1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED!Cr DATE_
Tel:(503)274-1843 Fax:(503)273-5696
CHECKED cv__
.........__ _.._ ____...DATE
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NISNKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET hO'_----- -- -. or
1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED E Y DATE
0
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 Wa11s434r7
Wood-based Panels'
0
A B
o.
r Minimun SEISMIC WIND
p Minimum Fastener
Sheathing Nominal Penetration Fastener Panel Edge Fastener Spacing(in.) Panel Edge Fastener
Material Panel In Framing Type&Size --- Spacing(in.)
Thickness Member or 6 4 3 2 6 4 3 2
o.@o
(in.) Blocking v G. v. G. v, G. v, G. v,, v,, v., v„
o (In.) (pit) (kips/in.) (pit) (kips/In.) (pit) (kips/in.) (pif) (kips/in.) (pit) (plf) (Pit) (pit)
a Nall(common or OSB PLY OSB PLY
n galvanized box) OSB PLY OSB PLY
cWood 5/16 1-1/4 6d 400 13 10 600 18 13 780 23 16 1020 35 22 560 840 1090 1430
Structural Z
n Panels- 3/8 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 m
•s 7116 8d 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1105 1415 1875 m
Structural!' 1-3/8 �
p
15/32 560 14 11 860 18 14 1100 24 17 1460 37 23 785 1205 1540 2045 a
15/32 1-1/2 10d 680 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 1860 2435 C7
5/16 q
EQi 318 1.1/4 6d 360 13 9,5 540 18 12 700 24 14 900 37 18 505 755 980 1260 m
m Wood 8 400 11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1090 1430 0
a Structural 7 6z 1-3/8 440 17 12 640 25 15 820 31 17 1060 45 20 615 895 I 1150 1485
=• -lits 480 15 11 700 22 14 900 28 17 1170 42 21 , 670 980 1260 1640 2
Panels-
22
F5 aa Sheathing"'S .moi __ 520 13 10-- 19 133 25 15 1280 39 20 730 1065 ; 1370 1790
�14
Z 19!32 1-1/2 10d 620 22 you 30 17 1700 37 19 1540 52 23 870 1290 1680 2155
660 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430
p c Plywood Nail(galvanized casing) 1860 2435 G
S'
Siding 5318 1-3/8 8d 320 16 16 550 17 720 ?_t 390 590 770 1010 N
o 20 820 22 450 670 870 1150
r Particleboard Nail(common or - O
m Sheathing- galvanized box) 77
F v (M-S"Exterior I 3—/8 -- 6d 240 15 360 17 460 19 600 22 335 505 645 840
�.._._-
'D I
-
Glue"and 3/8 8d 260 18 380 20 j 480 21 630 23 365 530 670 880
i 22 7
.._,.....,;,.,_...._� ..._._ .._.,..-._.......__..�._`:,`_'.-. _..,.,. "'.._._..�. 7 r�;: d-129
N i Clue" i/2 ._:... }_ .._.__
@ ) iCrd 370 21 o6U 13 � 'T20 24 920 25 520 770 1010 1290
B 5/8 400 21
610 23 790 24 1040 26 560 855 1105 1455
Structural 1/2 11Nail(galvanized roofing)
ga.gely.roofing nail(Q.120" 340 4.0 460 5.0 520 5.5 475 645 730
0 Fiberboard x 1-112"long x 7116"head) 2
a.
Sheathing 25!32 11 ga.gale•roofing nail(0.120"
x 1-3l4"long x 3!8'head) 340 4.0 460 5.0 520 5.5 475 645 730
a1 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 see 4.3.6. For
a specific requirements,see 4.3,7.1 for wood structural 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.
c 2, 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.
03 F, 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
Specific Gravity Adjustment Factor=[l-(0.5-G)),where G•=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 stiffness values for shear walls constructed with either OSB
N. or 3-ply plywood panels.When 4-ply or 5-ply plywood panels or composite panels are used,G.values shall be permitted to be multiplied by 1.2.
fl 5. 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,
SWWISAS JNl1SIS31J-33ZIod 1111131/11 Ira
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Table 4.3C Nominal Unit Shear Capacities for Wood-Frame Shear Walisi
........................................... _........................_......_......_..
0 Gypsum and Portland Cement Plaster
A B
uci
= Max,Fastener Max. SEISMIC WIND
Sheathing Material Spacing SpStud
Fastener Type&Size Edge Sing v. G. v.
Material Thickness acing
(in)3
(in.) (pit) (kips/in) (pit)
3 .
tr,
=. 7 24 unblocked 150 4.0 150
C)
tv 4 24 unblocked 220 6.0 220
* 5d cooler(0,086"x 1-518'long,15/64"head)or 7 16 unblocked 200 5.5 200
0 wallboard nail(0.086'x 1-5/8"long,9/32"head)or
ca.0 ' 0.120"nail x 1-1/2'long,mm 3/8"head 4 16 unblocked 250 6.5 250
O 7 16 blocked 250 6.5 250 (11
c 1/2' 4 16 blocked 300 7.5 300 .0
= n't
(1,
8112 16 unblocked 120 3.5 120 :
• 0
0 4118 16 blocked 320 8.0 320 ! f-
0
No.6 Type S or W drywall screws 1-1/4"long 4112 24 blocked 310 8,0 310 I ID
z
rn
6 Gypsvm wall6oarcl, 8/12 16 blocked 140 4.0 140 .
. Cn
tv
, gypsum base(or :
•
3
a veneerplaster,or 6/12 16 blocked 180 5.0 180
Z
---, water-resistant
7 24 unblocked 230 6.0 230 1CI
7, gypsum backing board
6d cooler(0.092"x 1-7/8"hong,114"head)or24 41114111.0.1 41111114 7.5 290 2:11
0
a
5 I wallboard nail(0.0915"x 1-7/8"long,19/64"head)or ...
.0,
0.120"nail x 1-3/4"long,min 3/8"head 7 16 blocked 2.90 7.5 290
*Z3 4 16 blocked 350 8.5 1 350 0
0 c z
0 g 8/12 • 16 unblocked 140 4.0 140 U1
0 ,-- No.6 Type S or W drywall screws 1-1i4"long
o F, 8112 16 blocked ._........ 180 5.0 180 -n
o o
cg "
7 Base ply-6d cooler(0.092"x 1-7/8"long,1/4"head)or wallboard nail(0.0915" 2:1 FD5 5/8
x 1-7/8'long,19/64"head)or 0,120"nail x 1.3/4"long,min 3/6"head Base:9
F• --(-13' 16 blocked 500 11 500
re . Face ply-8d cooler(0,113'x 2,3/8"long,0.291"head) or wallboard nail
PArF,7 !
(Twa-pi.V) ;2ii"n,•,,i,,,;.;;A"inno, .nli,-.:4-in.,:
. .._, ... ..-_ .
1 1
J '
R3
0 1/2'x 2'x 8' 4 16 unblocked I 150 4.0 150
re 0.120"nail x 1-3/4"long, 7/16'head,diamond-point,galvanized
4 24 blocked 350 8.5 350
1/2x" 4'
Gypsum sheath'ing
7 16 unblocked 200 5.5 200
Z board --
5/8"x 4 6d galvanized cooler(0.092"x 1-7/8"long,114"head)or wallboard nail 4/7
16 blocked 400 95 400
(0.0915"x 1-718"long,19/64"head)or 0.120"nail x 1-314"long,min 3/8"head
C
Gypsum lath,plain or
,-; perforated with vertical 3/8"lath and 0.092"x 1-1/8"long,19/64"head,gypsum wallboard blued nail or 0.120"nail 5 16 unblocked 360 9.0 360
V joints staggered W plaster x1-1/4"long,min 3/8'head
c
co Gypsum lath,plain or 3/8"lath and 0,092"x 1-1/8"long,19/64'head,gypsum wallboard blued nail or 0,120'nail
5 16 M unblocked l 200 5.5 200
o. perforated 1/2'plaster x1-1/4"long,m 3/8"head
I
co Expanded metal or
c woven wire lath
artceenand
=
7/8" 0.120"nail x 1-'4"long,7/16"head 6 16 unblocked 360 9.0 360 Portl
plaster
N 1
re
p- 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 see 4.3.6. For
specific requirements,sec 4,3,7.4,
2. Type S or W drywall screws shall conform to requirements of ASTM 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,
moimmem soft
SINSISAS ONIISISati-33110A 1Vd311f1 KM III
1
JOB - - NC,.
NISHKIAN DEAN
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO._ ...____._._.,r F
1022 SW Salmon Street, , CALCUL �'Y.........._-- ^_....... DATE
Tei;(503)274-1843 i ax:(503)Suite 27330flS&96Pnrt(and,OR 97205
CHECKED B"1 DATE
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�MMONTE ---''Projects------- -OS~-`~~| Wood Column
ewom«LC.INC 19o9-»mo-auilua15/,1xver-am�.10LuF #�._ ~,,,~, ~ ,��` U
i Licensee' &�~^AN~`i
' Description P�Commnumwe�q��a^mmoo�nm«� '
Code References
• Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 �-
Load Combinations Used :ASCE 7-10
General
Analysis Method: Allowable Stress Design Wood Section Nae 4x6
End Fixities Top Fixe , Bottom Fixew000Gradmg/manoI, Graded Lumber
Overall Column Heigh8.0 ft Wood MemueTypo Sawn
(Used mrnon'olonu=calculations)
Wood Species Doug�oFi,'Lamh
Exact w�� 3.50 in Allow Stress Modification Factors
Wood GradNo.1 Exact Depth 5.50 in mo,Cvm/000mn0 1.30
Fb'Tenoion 1,000.0 psi Fy 1803 poi Area 19.250 inA2 o/»'C«w'cvmpm�/oo 1.150
Fb'Co�� 1,000.0 psi Ft 675.0 psi m 48.526 inA4 Qu'mxxTennkm 1.30
Fo'Pd| 1,500.0 psi Density 32210pof |y 1V�051 �� cm�wwu�mmo, 1.0
F«'pem 825.Op� o:7a�e�mmp��, 1.0
E:Mud�uo�Eha�ty... »x8end�U y��m�ng Axialom��mum,Fm:m 1.0
Basic 1.700.0 1'7000 1,700.0 hd m�B*m�pmmmn� 1,0 '21 /�/
Minimum 620.0 620.0 �eC,:Rppe�v ? No'= °^,��
Brace condition to deflection columns:
*x(width)axis: onwoced Length for xxAxis buckling~uoIt,x~m
. �(�)�: «��L����»w�~�o�x~1�
Applied Loads
3erwce|unusenIereu, I cad pamnm»iouo /edfor o�wmuo
Co�mo��weight included:34.447lbs"Dead Load Faob/ �--------- � --------- '---^ --------����
AXIALLOADS���
_
Axial Load at80ft,D=4.660,L=4.130k
BENDING LOADS.. .
Lat.Uniform Load creating Mx«.L=O.00S0NM
DESIGN SUMMARY .
Bending&Shear Check Results --- �-----'-----�------------------
pASS Max.Axial+Bending Stress Ratio = 0J502:1 MaxImum SERV CE Lateral Load Reactions..
Load Combination +D+L+H Top along Y-, 0.020 k oo�mamwuvv 0020 k
o�^mmUNDS pvmm|u Comp+MxxNDS3.9-4 Top��og»y � 8 �m alongxx '
Lv�Uoommm^ubmmuwm Eq. 0.0Bottom ' OO k
0.0 ft �
ma`imvmusnv
�maximum mommm'omoo^m.., mc��o°u�umm/nen'��o,...
m
*mP�««*«| 8.814k ^»0Y'' 5.001117 in at 4.027 ft above base
for load c^`^inati»«:+D+L+H
Applied Mx '0.02067x�
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc;Allowable 610.53 psi for load combination.n/a
Other Factors used to calculate allowable stresses
PASS Maximum Shear Stress Ratio= 0.005772'1 �''
LoadCombination ' Ben�ion Compression Tension
+D+L+H Cro,Cv:Size wised factors 'I.300 � 1on
Lma�nn/mm�ummbmm 0.OM � �
Applied Design Shear 1.558 psi
Allowable Shear 180.0 psi
Lmad Combination Results
Co C Ma�mumAxio|+Bending Sn�xRa�o Maximum Shear Rm�o
Load.Cyeb.avv�__-____ -_ p_ Stress Ratio Status Location Stress Ratio Status Location
+D+H1.000 0.354 0.3880 PASS nn,-- '----�O PASS
8.0 ft
+D+L+H1.000 0.354 0.7502 PASS 0,01 DOO5772 PASS^" 0.0 ft
+ 1.000 0.354 O3SD0 PASS 001 � nO PASS 0"h
+D+S+H *O750*H 1V0V 0.354 0.3880 PASS O.Of 0.0� PASS 8,0 ft
~"~v'nv�+v 1.000 0.354 0.6623 PASS O�/ 0.004329 °
+D+O75OL+OJ�8+H 1.000 0,354 06023 PASS 00f 0004PASS 0.0 ft
+D+8.60W+H 1.000 0.354 0.3986� PASS 0�0� � �/� PASS 0,0 ft
D07V� H 0.0 PASS 90h
+ + � + 1 VOO O 354 03986 PASS `~' �
+D+0750 ���750-*�450�+H 1.000� 0.354� 0.6623� PASS 0.0 fl 0.0 PASS 8.0 ft
^ - 0.0 ft O�O04323 PASS 0.0 ft
r
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Wood CO�Ul11n Pile-C:\UsersMMONTE 1`Desktup\Pojects`LAQUIN 11 0STSF .805
ENEROALC,INC.1983-2015.Buiid:66.15.1.19,Ve}:6151.19
• Lk.#:KW-06003878 ti.��=,# ,>- i°"=:ii. I+'
De cription: P2:Column between gridline 4 and 5 supporting.
L ad Combination Results
Maximum Axial+Bending:Stress Ratios Maximum Shear Ratios
Load CombinationC 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 3,004 329 PASS 0,0 ft
+D+0.750L+0.750S+0.5250E+H 1.000 0.354 0.6623 PASS 0.0 ft 3.004329 PASS 0,0 f
+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 nonzero reactions are lista
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination 0 Base 0 Top 0 Base A Top A 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 0.015 k 7.782 k
+D+0.750L+0,750S+H k 0.015 0.015 k 7.782 k
+D+0.60W+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
+0.6OD+0.60W+0.60H k k 2.811 k
+0.60D+0.70E+0.60H k k 2.811 k
D Only k k 4.684 k
Lr Only k k
k
L Only k 0.02C 0.020 k 4.130 k
S Only k k k
W Only 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 Deflect,on Distance
+D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+D+Lr+H 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
+D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft
+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 ft 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 ft 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+0.7505+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
+0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 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
1.Only 0.0000 in 0.000 ft 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 ft 0.000 in 0.000 ft
Wood columnFie C:iUsers\MMONTE 1\Desklop9Prajects\IAQUIN-1\PJSTSF-1.EGO
ENERCALC,INC 1983-2915.6,1,1d.6 15 1 19,Ver 615.1.19
• Ltc.#:KW-06003678 *: losaammummion :
Description: P2:Column between gridline 4 and 5 supporting.
Sketches
ix Loads
•
O •
cc;d ,
II
i I
-c
a,
4eS
Imif
3.50 en Loads are total entered value.Arrows do not reflect absolute direction.