HomeMy WebLinkAboutAnchor CalculationsL. Roberto Lomas P.E.
RECEIVED
1432 Woodford Rd.
Manufacturer: MBSO011e
Lewisville, NC27023
MAR
Report #: 514010
434-6e8-0609
"0
Date: 05/01/2017
rllomas@lrlomasr)e.com
Test Report: WA I JI- L.ucle L.ounCy,
Permitting
Product: Single door 3' x 6'8= (Wood Frame)
Scone:
This analysis provides calculations, quantities, and spacing requirements
for installing product to substrate, and it applies only to
the product described herein. These calculations comply with requirements of the Florida Building Code.
Anchor capacity in shear condition:
Solid members w/ d w/out gap:
a. With threads present in show plane
Fastener type: #10 wad screw
(NDS 2012, TR12)
Nominal diameter: D: 0.190 in
Gap:
g: 0.0000 in
Root diameter: Dr: 0.152 in
Moment arm:
0.0000 in
Minimum required penetration: p: 1.140 in
Screw bending yield strength:
Fte v 80.000 psi
Side member: Douglas Fir-Larch(G=0.50)
Main member: Spruce-Pine-Fir(G=0.42)
Side member thickness: t,= L000 in
Main member thickness:
tm= 1.500 in
Side member dowel bearing strength: F.= 4.650 psi
Main member dowel bearing strength:
F„n= 3.350 psi
Side member dowel bearing length: 1,= 1.000 in
Main member dowel bearing length:
1.= 1.140 in
Mode I.
qm= 636.5 lbs/in
P= 725.61 lbs
KD = 2.400
Z = 302 lb.
Mode 3.
qs= 884 lbs/in
P= 884 lbs
KD = 2.400
Z,= 368 lbs
Min. Design value: Z= 110 lbs
Mode 11
A: 0.0007
B: 1.07
C. -427.67
P= 331 Its
Ko = 2.400
Z= 138 lb.
Duration Factor: Co= 1.6
Mode III,,,
A: 0.00096
B: 0.57
C:-253.62
Ms= 46.8 in-lbs
P= 297 lbs
KD = 2.400
Z. 124 lbs
Mode III,
A:
0.00107
8:
a5
C:
-267.7
Mm=
46.8 in-lbs
P=
319 Its
KD =
2.400
Z=
133 lbs
Made IV
A: 0.0014
B: 0.000
C: -93.6
P= 263 Ibs
Ke = 2.400
Z. 110 lbs
Allowable Design Value (ZCD):
Z'=
175 lbs/anchor
Solid members w/ 6 Wout gap:
a. With threads present in shear plane
Fastener type: #10 woad
screw
(NDS 2012. TR12)
Nominal diameter:
D:
0.190 in
Gap:
g:
0.0000 in
Root diameter:
Dr:
0.152 in
Moment arm:
0.0000 in
Minimum required penetration:
F.
1.140 in
Screw bending yield strength:
F,, =
80,000 psi
Side member: Douglas Fir-Larch(G=0.50)
Moin member: Steel strap/clip
Side member thickness:
t,=
1.000 in
Main member thickness:
%=
0.048 in
Side member dowel bearing strength:
Fes=
4,650 psi
Main member dowel bearing strength:
Fm, =
61,850 psi
Side member dowel hewing length:
1.=
1.000 in
Main member dowel bearing length:
1==
1.140 in
Made L
qm= 11752 lbs/in
P= 13397 lbs
Kb = 2.400
Z== 5582 lbs
Mode I,
qs= 884 lbs/in
P= 884 lbs
Ke = 2.400
Z,= 368 lbs
Min. Design value: Z= 163 lbs
Mode II
A: D0003
B: 1.07
C:-4038.9
P= 2287 lbs
Ka = 2.400
Z= 953 Do.
Duration Factor: CD= 1.6
Mode III,
Mode III,
Mode IV
A: 0.0006
B: 0.000
C: -93.6
P= 392 lbs
Ko = 2.400
Z= 163 lbs
Allowable Design Value (ZCa: Z.= 262 lbs/anchor
Fastener type: 1/4" ITW Tapcon N.O.A. 16-1222.06
Substrate: Hollow block Minimum embedment 1.25 in
Edge distance: 4.00 in Tabulated shear design value: Z = 202 lbs
Edge distance: 2.00 in Tabulated shear design value: Z= 161 lbs
Actual edge distance: 2.50 in Reduction factor: 0.85 FIL! �
Spacing: 4.00 in Tabulated chew deign value: Z = 202 lbs ` • L h !/i
Spacing: 2.00 in Tabulated shear design value: Z= 164 lb. V Actual sps9
acing: 3.00 in Reduction factor: 0.91 \ • • •r E Af if
Allowable Design Value (Zf,,J: Z"= 155 Ibs/archor �• �\ � •� i
Minimum anchor capacity: 155 Ibs/arch.,
A: 0.00059
B: 0.57
C:-3864.9
Ms= 46.8 in-lbs
P= 2126 lbs
KD = 2.400
Z= 986 lost
Note: Anchors with the least capacity Is used forcalculations to qualAy anchors with higher capacity.
Anchor calculations, minimum reouired anchors
36.38 Design pressure: 85.0 psi
RA
79.25
1 of 2
A:
0.00033
B:
0.5
C:
-267.7
Mm=
46.8 in-lbs
P=
42016s
KD =
2.400
Z=
175 lb.
Zone
Area
(f}a)
Load
Qbs)
Ind.
(in)
Max.
O.C.
(fn)
Anchor
Result
Cap.
(Ibs)(Zy
Load
(lbs)
Al
2.3
195
IF
N/A
155
2
98
OK
At
7.7
656
6.00
18.00
155
5
131
OK
*• 0 P
••*=
��TAT��
�Z
D1
VIVA
1�?C�\��
Luis R. Lomas P.E.
FL No.: 62514
5/2/2017
L. Roberto Lomas P. E.
1432 Wco0lord Rtl.
Lewisville, NC27023
434-688-0609
rllomas@lrlomaspe.com
Anchor Locations:
79.25
i
38
16.19
6.00 TYR 6.00 TIP.
1
LIC0
i
6.00
Manufacturer: Masonite
Report #: 514010
Date: 05/01/2017
Installation instructions:
1. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW.
2. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16° TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2"
MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW.
3. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE
INTERIOR WALL WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW.
4. ALL FASTENERS TO BE CORROSION RESISTANT.
5. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PS1 MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI
.052" THICK MINIMUM
6. ANCHOR LOCATIONS SHOWN IN THIS DOCUMENT ARE THE MINIMUM REQUIRED FOR THE
DESCRIBED PRODUCT EXPOSED AT THE DESIGN PRESSURE INDICATED HEREIN.
. \\�i •••• • � 1Z
�:'•\CEIVSF9cpy
�• TAT 50F •4�
• �:/�
%s/ONAL1E�G`�N
Luis R. Lomas P.E.
FL No.: 62514
2 of 2 5/2/2017