HomeMy WebLinkAboutBLD2013-00675 Structural Calculations - BLD Engineering / Geo-tech Reports - 7/25/2013 Moore Residence
110 N. Bennet Ln.
Lilliwaup, WA
Structural Calculations
July 25, 2013
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CANENG
STRUCTURAL CONSULTING
CRAIG A.NIELSEN
1108 W.FAIRVIEW
SPOKANE,WA 99205
I
LOCATION: MOORE RESIDENCE
110 N.BENNET LN.
LILLIWAUP,WA
DESIGN SPECIFICATIONS:
CODE: 2012 INTERNATIONAL BUILDING CODE
ROOF LIVE LOAD 40 PSF
FLOOR LIVE LOAD 40 PSF
WIND SPEED 85 MPH EXP.C
SEISMIC DESIGN CATAGORY:D
NOTE: DUE TOO LIGHT WEIGHT OF SUNROOM(DL=5 PSF),WIND WILL CONTROL LATERAL DESIGN
LOADS:
LATERAL: WIND ANALYSIS(2003 IBC 1609.2)
MEAN ROOF HT. 10 FT
LEAST HOR.DIM 15 FT
ROOF SLOPE 2:12 MAX.
EXPOSURE FACTOR I(WIND)= 1.21
EDGE STRIP FT.(a): 4.00 (40%MEAN ROOF HT.)
1.50 (10%LEAST HOR.DIM.)
1.50 3.00 (NOT<4%LEAST HOR.DIM.OR 3 FT)
3.00 FT(EDGE STRIP)
END ZONE(A=2a): 6.00 FT
2003 IBC TABLE 1609.6.2.1:HORIZONTAL WIND LOADS
WIND LOAD BOTH DIRECTIONS CONSERVATIVE ESTIMATE= 25.0 PSF
VERTICAL: ROOF DEAD LOAD= 5 PSF
ROOF SNOW LOAD= 40 PSF
EXIST.ROOF/FLOOR DEAD LOAD= 15 PSF
EXIST.FLOOR LIVE LOAD= 40 PSF
TYPICAL ALUMINUM MEMBER CONNECTION:
#8 TEK SCREW CAPACITY:
STRENGTH PROPERTIES:
STAINLESS STL.SCREW Ftu= 75 KSI
Ftu= 38 KSI
Fty= 35 KSI
Fcy 35 KSI
Fsu= 24 KSI
Fsy= 20 KSI PLANS "a�U ! BE
Fbu= 80 KSI TF QB 5i I E
Fby= 56 KSI
E= 1D100 KSI
F.S.SCREW(Ns) 3
YIELD F.S. (Ny) 1.65
71I �(
L
ULT.F.S.(Nu) 1.95
SECTION PROPERTIES(#8 SCREW):
DIA.OUTER 0.164 IN
DIA.MINOR 0.129 IN
MATERIAL THICKNESS(t1) 0.118 IN
MATERIAL THICKNESS(t2) 0.118 IN
STRENGTH CHECK:
SHEAR STRENGTH OF SCREW(Ps 471 LB
BRG.YIELD(Pbsy) 1970 LB
BRG.FRACTURE(Pbsu) 7547 LB
SCREW TENSION STRENGTH(Pst) 982 LB
TILT STRENGTH(Pts) 2620 LB
PULL-OUT STRENTH (Pnot) 625 LB
PULL-OVER STRENGTH(Pnov) 1164 LB
ALLOW.TENSION SCREW(Pat) 785 LB
ALLOW.TENSION MATERIAL(Pat) 208 LB CONTROLS
ALLOW.SHEAR SCREW(Pas) 157 LB CONTROLS
ALLOW.SHEAR MATERIAL(Pas) 657 LB
#10 TEK SCREW CAPACITY:
STRENGTH PROPERTIES:
STAINLESS STL.SCREW Ftu= 75 KSI
Ftu= 38 KSI
Fty= 35 KSI
Fcy 35 KSI
Fsu= 24 KSI
Fsy= 20 KSI
Fbu= 80 KSI
Fby= 56 KSI
E= 10100 KSI
F.S.SCREW(Ns) 3
YIELD F.S.(Ny) 1.65
ULT. F.S.(Nu) 1.95
SECTION PROPERTIES(#8 SCREW):
DIA.OUTER 0.19 IN
DIA. MINOR 0.15 IN
MATERIAL THICKNESS(t1) 0.09 IN
MATERIAL THICKNESS(t2) 0.09 IN
STRENGTH CHECK:
SHEAR STRENGTH OF SCREW(Ps 643 LB Li r L L NS 'iUST BE
BRG.YIELD(Pbsy) 1741 LB TF ,QB Sl!t
BRG. FRACTURE Pbsu 6669 LB
SCREW TENSION STRENGTH(Pst) 1340 LB
TILT STRENGTH(Pts) 1878 LB
PULL-OUT STRENTH (Pnot) 552 LB
PULL-OVER STRENGTH(Pnov) 836 LB
�/, bc
ALLOW.TENSION SCREW(Pat) 1072 LB
ALLOW.TENSION MATERIAL(Pat) 184 LB CONTROLS
ALLOW.SHEAR SCREW(Pas) 214 LB CONTROLS
ALLOW.SHEAR MATERIAL(Pas) 580 LB
#12 TEK SCREW CAPACITY:
STRENGTH PROPERTIES:
STAINLESS STL.SCREW Ftu= 75 KSI
Ftu= 38 KSI
Fty= 35 KSI
Fcy 35 KSI
Fsu= 24 KSI
Fsy= 20 KSI
Fbu= 80 KSI
Fby= 56 KSI
E= 10100 KSI
F.S.SCREW(Ns) 3
YIELD F.S. (Ny) 1.65
ULT. F.S.(Nu) 1.95
SECTION PROPERTIES(#8 SCREW):
DIA.OUTER 0.216 IN
DIA.MINOR 0.171 IN
MATERIAL THICKNESS(tl) 0.09 IN
MATERIAL THICKNESS(t2) 0.09 IN
STRENGTH CHECK:
SHEAR STRENGTH OF SCREW(Ps 828 LB
BRG.YIELD(Pbsy) 1979 LB
BRG. FRACTURE(Pbsu) 7582 LB
SCREW TENSION STRENGTH(Pst) 1726 LB
TILT STRENGTH(Pts) 2003 LB
PULL-OUT STRENTH(Pnot) 628 LB
PULL-OVER STRENGTH(Pnov) 787 LB
ALLOW.TENSION SCREW(Pat) 1381 LB
ALLOW.TENSION MATERIAL(Pat) 209 LB CONTROLS
ALLOW.SHEAR SCREW(Pas) 276 LB CONTROLS
ALLOW.SHEAR MATERIAL(Pas) 660 LB
114"TEK SCREW CAPACITY:
STRENGTH PROPERTIES:
STAINLESS STL.SCREW Ftu= 75 KSI
Ftu= 38 KSI
Fty= 35 KSI
Fcy 35 KSI
Fsu= 24 KSI
Fsy= 20 KSI
Fbu= 80 KSI
Fby= 56 KSI
E= 10100 KSI
F.S.SCREW(Ns) 3
YIELD F.S.(Ny) 1.65
ULT. F.S.(Nu) 1.95
SECTION PROPERTIES(#8 SCREW):
DIA. OUTER 0.250 IN
DIA.MINOR 0.205 IN
MATERIAL THICKNESS(t1) 0.090 IN
MATERIAL THICKNESS(t2) 0.090 IN
STRENGTH CHECK:
SHEAR STRENGTH OF SCREW(Ps 1190 LB
BRG.YIELD(Pbsy) 2291 LB
BRG. FRACTURE(Pbsu) 8775 LB
SCREW TENSION STRENGTH(Pst) 2480 LB
TILT STRENGTH(Pts) 2155 LB
PULL-OUT STRENTH(Pnot) 727 LB
PULL-OVER STRENGTH(Pnov) 706 LB
ALLOW.TENSION SCREW(Pat) 1984 LB
ALLOW.TENSION MATERIAL(Pat) 235 LB CONTROLS
ALLOW.SHEAR SCREW(Pas) 397 LB CONTROLS
ALLOW.SHEAR MATERIAL(Pas) 764 LB
LATERAL ANALYSIS:
TRIB.SIDE WALL WIND AREA= 50 FTA2
ULT.WIND LOAD= 1250 LB
LATERAL PER INDIVIDUAL RAFTER:
NUMBER OF RAFTERS= 5
ULT. SHEAR LOAD PER RAFTER= 250 LB/RAFTER
NO.OF#12 SCREW PER CONN.= 2
RAFTER CONNECTION CAPACITY= 552 LB/RAFTER OK
LINEAR CONTACT BETWEEN RAFTER SPAN= 24 FT 288 IN
LINERAR SHEAR BTWN PANEL& RAFTER= 1 IN/FT
NOTE: THE SHEAR VALUE BETWEEN THE RAFTER CAP CONNECTION AND THE ACRYLIC IS LESS THAN 1 IN.
PER LINEAR FOOT. THIS IS A SMALL VALUE AND IT IS MY PROFESSIONAL OPINION THE LINEAR SHEAR
CAPACITY IS MUCH LARGER THAN THIS VALUE. IT CAN ALSO BE SHOWN THE CONTINUOUS CONNECTIONS
OF THE GLAZING SUPPORTS TO THE RAFTERS CAN ALSO RESIST THIS LATERAL LOAD.
uESE PLANS 'v1US T BE
SUNROOM FRAMING ANALYSIS: t` rJOB SITE
NOTE: ALL ALUMINUM FRAMING MEMBERS ARE ALLOY 6063-T6 OR EQUAL(SEE MANUFACTURER) r j'.^ ,.
(ALUM.FRMG.SECTION BY C-THRU INDUSTRIES SECTION PROPERTIES USED FOR DESIGN) J
HORIZONTAL/CURVED ROOF RAFTER SECTION W/REINF.INSERT(DIE#3491 RAFTER&3638 INSERT):
WORST CASE:
SECTION PROPERTIES:
AREA 1.982 INA2
MOM.OF INERTIA(Ix) 3.OD8 IN^4
l�
MOM.OF INERTIA(ly) 1.799 INA4
RADIUS OR GYRATION(Rx) 1.232 IN
RADIUS OR GYRATION(Ry) 0.953 IN
CENTROID(Y-AXIS) 1.709 IN,TOP 1.741 IN, BTM.
CENTROID(X-AXIS) 1.613 IN
SECTON MODULUS (TEN,Sx) 1.728 INA3
SECTION MODULUS(COM,Sx) 1.760 INA3
SECTION MODULUS(Sy) 1.116 INA3
SPACING= 3.75 FT MAX.
DEAD LOAD= 18.75 PLF
LIVE LOAD= 150 PLF
DISTRIBUTED LOAD Wu= 168.75 PLF
REF:RISA RESULTS ULT.MOMENT(Mu)= 1846.0 LB-FT 22152 IN-LB
ULT.BENDING STRESS(fb): 12585.7 PSI
SPAN(BTWN.INFLECTION PTS.)= 114.00 IN
(PINNED-FIX)
2000 ALUMINUM DESIGN MANUAL
ALLOWABLE BENDING CAPACITY:
ALLOY 6005-T5
TENSION IN BEAMS(Ftb): 19 KSI
COMPRESSION IN BEAMS(Fcb):
SR= CONT.LATERAL SUPPT.
S1= 23
S2= 79
Fcb= 21 KSI
ALLOWABLE MOMENT(Mall): 2735.6 LB-FT OK
DEFLECTION: 0.41 IN
DEFLECTION RATIO(L/D) 278 OK
DEFL. RATIO LIMIT= 60
HORIZONTAL/CURVED ROOF RAFTER SECTION W/REINF.INSERT(DIE#3491 RAFTER&3638 INSERT):
WORST CASE:
SECTION PROPERTIES:
AREA 3.553 INA2
MOM.OF INERTIA(Ix) 4.417 INA4
MOM.OF INERTIA(ly) 2.105 INA4
RADIUS OR GYRATION(Rx) 1.115 IN
RADIUS OR GYRATION(Ry) 0.770 IN
CENTROID(Y-AXIS) 1.798 IN,TOP 1.652 IN, BTM.
CENTROID(X-AXIS) 1.613 IN
SECTON MODULUS(TEN,Sx) 2.674 INA3
SECTION MODULUS(COM,Sx) 2.457 INA3 CONTROLS
SECTION MODULUS(Sy) 1.305 INA3
SPACING= 3.75 FT MAX.
DEAD LOAD= 18.75 PLF
LIVE LOAD= 150 PLF
DISTRIBUTED LOAD Wu= 168.75 PLF
REF: RISA RESULTS ULT.MOMENT(Mu)= 1846.0 LB-FT 22152 IN-LB
lJ�/
I "
ULT. BENDING STRESS(fb): 9017.3 PSI
SPAN(BTWN.INFLECTION PTS.)= 114.00 IN
(PINNED-FIX)
2000 ALUMINUM DESIGN MANUAL
ALLOWABLE BENDING CAPACITY:
ALLOY 6005-T5
TENSION IN BEAMS(Ftb): 19 KSI
COMPRESSION IN BEAMS(Fcb):
SR= CONT. LATERAL SUPPT.
S1= 23
S2= 79
Fcb= 21 KSI
ALLOWABLE MOMENT(Mail): 4233.4 LB-FT OK
DEFLECTION: 0.28 IN
DEFLECTION RATIO(UD) 408 OK
DEFL.RATIO LIMIT= 60
NOTE: EITHER RAFTERS ANALYZED ABOVE CAN BE USED TO SUPPORT THE STRUCTURE.
I n
y
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2.5171
19
_ .2691b/
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' 7 S 71UST EE
1171
Loads: LC 1, DL+LL
Results for LC 1,DL+LL
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE
Craig-Nietsen July 25, 2013 at 5:11 PM
12413 MOORE CURVE SUNROOM.r3d
y
TTFrT-r
I I � i ( !
6 I j I
07A§6k.9
b 1 1360.
144
-50.
33.6W461 7
A 6.287lb/
7
9 0 0,l 6 2871b/
930.3
Loads: LC 2,DL+.75LL+.75WL
Results for LC 2,DL+.75LL+.75WL
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE
Craig Nielsen July 25, 2013 at 5:12 PM
2413 MOORE CURVE SUNROOM.r3d
y
H7 x
............ tttt
i j - - -
332.9
683.
7� i ! � i I I I I
---->
---->
lc- S, 435
Loads:LC 3,DL+.75LL+.75WL OUT
Results for LC 3, DL+.75LL+.75WL OUT
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE
Craig Nielsen July 25, 2013 at 5:12 PM
12413 MOORE CURVE SUNROOM.r3d I
y
�Lx
-27
r II j
7 77.3
-75lb/
57
------------------------------
SIT�"
7 t't
Loads:LC 4,.6DL+WL OUT
Results for LC 4,.6DL+WL OUT
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE
Craig Nielsen July 25, 2013 at 5:12 PM
2413 MOORE CURVE SUNROOM.r3d
y
-48.
I F
...............
...........
.............
4.3
.7 1272i 7
--1 21b
-1.2lb
1 1
b
-1.2lb/
fe.6
� i � j I i
358.8
2,32
64
roc PLANS '%IUST BE
S!T-;7
Loads:LC 5,.6DL+WL
Results for LC 5,.6DL+WL
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE k-X
Craig Nielsen July 25, 2013 at 5:13 PM
12413 MOORE CURVE SUNROOM.r3d
y
18I I � I I i i ;
I I ' I I
......—-----
T S N1 U S T SE
�_T JOB
SITE
CIT I C'N
Solution:Envelope
Member z Bending Moments(lb-ft)
Reaction units are lb and lb-ft
CAN Engineering MOORE RESIDENCE
Craig Nielsen July 25, 2013 at 5:13 PM
2413 MOORE CURVE SUNROOM.r3d
C-THRU RAFTER DIE#3491 W/ REINF. INSERT DIE#3638
---------------- REGIONS ----------------
Area: 3.55311
Perimeter: 40.01215
Bounding box: X: -1.61250 -- 1. 61250
Y: -1.65154 -- 1.79846
Centroid: X: 0.00000
Y: 0.00090
Moments of inertia: X: 4.41764
Y: 2.10470
Product of inertia: XY: 0.00000
Radii of gyration: X: 1.11504
Y: 0.76965
Principal moments and X-Y directions about centroid:
I: 2.10470 along [0.00000 1.00000)
J: 4.41764 along [-1.00000 0. 00000]
'iHF S2' P,ANS ''!USTBE
C, THE JOE 5'T`
P,LEC I
C-THRU RAFTER DIE#3491 SECTION PROPERTIES
---------------- REGIONS ----------------
Area: 1.98160
Perimeter: 28.55341
Bounding box: X: -1.61250 -- 1.61250
Y: -1.74082 -- 1.70918
Centroid: X: 0. 00000
Y: 0.00000
Moments of inertia: X: 3.00811
Y: 1.79941
Product of inertia: XY: 0.00000
Radii of gyration: X: 1.23208
Y: 0. 95292
Principal moments and X-Y directions about centroid:
I: 1.79941 along [0. 00000 1. 000001
J: 3. 00811 along [-1. 00000 0. 00000]
_ JGBSITE
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CUSTOMER
Dream Room Design Name: Moore
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Address P.O.Box 141708 Address 110 N.Sennett Ln.
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1477Ds c:de,ca�tacA9zBeo city: Spokane St: WA zp_ 99214 city: Lill•Iwaup st WA ur 98555
(951)36M77-FuM51)30.OW Work Omer#: 58628 Ordered Bv. Bill C. DSW 5/28/2013
ORDER.FORM- CURVE ❑WdI Call ❑Delivery ❑Ship to Dealer ®Snm ic-.ustomer County V CA:
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(Vinyl Framms Only,Glass Supplied by other) ® 6'S[E)A!G DOOR
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