HomeMy WebLinkAbout#2002095 R1 Calcs II, L• ENGINEERING CALCULATIONS IBC-2012 / ASCE 7-10
,106 NO: 2002095
NAME: Hobby Horse Barn at Jackson's Grant
CUSTOMER: Harvest Moon Timber Frame
BILLING ADDRESS: 198 East Street
ADDRESS:
CITY: Morris
STATE: Conneti�ut
ZIP: 6763
COUNTRY: USA
CONTACT: Jim Davenport Jr.
TEL: 1-860-361-6665
FAX: `��������nu�n��i���� ���
��,.� oNZo, cq �%, � � .
MOBILE: 1-203-994-0517 ��� �F:,.•� • ''%
E-MAIL: �imC7a.harvestmoontimberframe.com � ,�� ���;��.►��,
jJa _ � PE11011575 ; -
./ '
- : -
SITE ADDRESS: 2114 Hobby Horse Drive r��: -"�'— �•=
STATE OF ;' Q' ;
CITY: Carmel %90,�'••:�NDIANP,.•'' �``,.'
STATE: Indiana '�'�i,�sS��NA�E�G��•`\`
ZIP: 46032 �������ntriiti���`���
CONFIRM ZIP: 46032
COUNTRY: USA
The proposed structure is capable of supporting the loads refrenced in the 2020 Indiana Building
Code and the IBC 2012.
Acceptance and use of this report by any party constitute a contractual agreement that the Engineers total
liability arising out of or in any way related to this analysis and report shall not exceed the total sum paid to
the Engineer for the services provided. Liability does not exist beyond the analysis contained in this report.
Dotec Engineering - ALG & CWK
424 Jefferson St. St Charles MO 63301. Phone: (636) 724-9872
Sheet 1 of 40
WIND 8� SNOW COEFFICIENTS AND REQUIREMENTS
REFERENCE: ASCE/SEI 7-10 Minimum Design Loads for Buildings and other Structures"`
*please consult this reference for exact specifications
1. Building Risk Categories: (ASCE 7-10, table C.1.3.1 b)
Table C.1.3.1� Acceptable reliabilih� (maximum annual probabilit�• of Failurel and nssociated reliabilit�•
indexes' (�i► for load conclitions that do not include earthryuakc' �
13:ui,
Orrup:mr� Catc �or�
II III IV
1:�ilurc Ihat is nut su�l�lcn anJ �luc, m�t Icad P� = 1.25 x II)�'/�'r P�: = 3.11 x 10'S/�i Pi: = I.?5 x IIP`/}r P�. = i.11 x I(1�'/yr
tci �vidc-ti��rcad �irngres�i�n o( d:int:igc �3 = 2.S �= i.O �= i.?i �3 = i.5
Pailum �hat is cithcr suJ�lrn ur Ic:iil. t�� Pr = i.0 x IO'`lyr\ P� = j.0 x I(1''h•r P�: = 3.11 ,: IU"hr P�: = 7.O �� IU-'/yr
���idc-,�,rcad �,rr,grc.sion �f cl.mr.i,c (i = i.O �; = 3•j �; = z•7' �3 =-!.0
Pailurc �h:u i..u�likn .in�l rc.uli, in ��i�lc P� = 5.0 ;.� II)''/yi P� = 7.o x 10''hr P� = 3.j � Ifl-'hr P� = I.0 x 10''/�r
.��re:ul ��rugrc..iun ul �I.im.irc �3 = 3,j �3 =-!.O �3 =-F.'_� �3 =-1.�
�Thc rcliabiliiy indjFcs arc pro�idcd for a 50 ycar servicc period. whilc thc probahiliiies of failurc ha�c bcen annualizcd. Thc cyuations pmscmcd
in Scriiun 2.?�6. �.aad Gomhinalions for Non-S�xcilird Loads. arc hascd un rcliahilily indiccs for ip y�;�rs tkrauk �hc IuaJ rombina�ion
rcyuircmcnt�iro2.3? �rc hascd on the 50-ycar maximum IoaJs.
'Commentai`y lo Seclion ?.5 Includes referencer ta puhlicalionti that dcscritx lhc hiuoric Jcvclopnunt of Ihe.c largel mliahililies.
s
Table �.�1.ri.lU Anticip�tecl reliability (maximum probability of failure)
for e�rthquake'
Ritik Category 1 and il
Total or partial structural collapse
Failurc that could result in
endan�crmenl of individual livrs
Risk Category lU
Total or partial structural coll.�pse
Failurc that could result in
cndangcrmcnt of individual livcs
Risk Category (V
Total or partial structural collapsc
Failurc that could resul� in
endan�ermenl of individual lives
10�'/r conditioned on the occurrence of
Maximum Considered Earthquake shakinc
2S�lo conditioned on thc occw•rcncc of
Maximinn Considered effectti
G^/n conditioned on !he occurrence of
Maximum Considercd Earthquakc shaking
I S�i'c conditioncd on thc occurrencc of
Maximu►n Considcrcd E.irthquakc shaking
3'7r conditioned on the occurrence of
Maximum Considc:red Earthquakc shaking
IOrlr conditioned on the occurrence of
Maximum Considcred Eurthquakc shaking
' Refer to thc NEHRP Recommended Provisions Seismic Regulation for Buildings and Other
Strucurcs, FEMA P750, for discussion of the basis of scismic rcliabiltiics.
Sheet 2 of 40
2. Surface Roughness Categories: (ASCE 7-10, section 26.7'.2)
Surface Roughness B_
numerous closely spaced obstructions having the size of single family
dwellings or larger
Surface Roughness C:
Open terrain with scattered obstructions having heights generally less
than 30 ft. This category includes flat open country, grasslands, and all
water surfaces in hurricane prone regions.
Surface Rou hness D:
regions. This category includes smooth mud flats, salt flats and
unbroken ice.
3. Exposure Categories: (ASCE 7-10, section 26.7.3)
Ex�osure B:
Exposure B shall apply where the ground surface roughness condition, as defined
by Surface Roughness B, prevails in the upwind direction for a distance of at least
2,600 ft. or 20 times the height of the building, whichever is greater.
EXCEPTION: For buildings whose mean roof height is less then or equal to
30 ft the upwind distance may be reduced to 1,500 ft.
Exposure C:
Exposure C shall apply for all cases where Exposure B or D do not apply.
Exposure D:
Exposure D shall apply where the ground surFace roughness, as defined by
Surface Roughness D, prevails in the upwind direction for a distance greater then
5,000 ft or 20 times the building height, whichever is greater. Exposure D shall
extend into downwi
For a site located in the transition zone between exposure categories, the category
resulting in the largest wind forces shall be used.
EXCEPTION: An intermediate exposure between the preceding categories is
permitted in a transition zone provided that it is determined by
a rational analysis method defined in the recognized literature.
Sheet 3 of 40
4. Velocity Pressure Coefficient Kh (ASCE 7-10,Table 27.3-1 and Table 30.3-1)
Kh
Exposure
Height, z B C D
�ft1 Case 1 Case 2 Both Cases Both Cases
0-15 0.7 0.57 0.85 1.03
20 0.7 0.62 0.9 1.08
25 0.7 0.66 0.94 1.12
30 0.7 0.7 0.98 1.16
40 0.76 0.76 1.04 1.22
50 0.81 0.81 1.09 1.27
60 0.85 0.85 1.13 1.31
70 0.89 0.89 1.17 1.34
80 0.93 0.93 1.21 1.38
90 0.96 0.96 1.24 1.4
100 0.99 0.99 1.26 1.43
120 1.04 1.04 1.31 1.48
140 1.09 1.09 1.36 1.52
160 1.13 1.13 1.39 1.55
180 1.17 1.17 1.43 1.58
200 1.2 1.2 1.46 1.61
250 1.28 1.28 1.53 1.68
300 1.35 1.35 1.59 1.73
350 1.41 1.41 1.64 1.78
400 1.47 1.47 1.69 1.82
450 1.52 1.52 1.73 1.86
500 1.56 1.56 1.77 1.89
Case 1: All components and cladding
Case 2: All main wind force resisting systems in buildings using Table 27.3-1 in ASCE 7-
10
Sheet 4 of 40
5. Velocity Pressure Coefficient Kz (ASCE 7-10,Table 26.9-1)
KZ: tabulated using constants from Table 26.9-1
Exposure a z (ft)
B 7 1200
C 9.5 900
D 11.5 700
For 15ft <= z<= z9 For z< 15 ft
KZ = 2.01 ( z/ z9 ) a KZ = 2.01 ( 15 / z9 � cz�a�
6. Velocity Pressure Coefficient Kd (ASCE 7-10,Table 26.6-1)*
Structure Type Directionality Factor, Kd
Building 0.85
Arched Roofs 0.85
Chimneys, Tanks and
Similar Structures
- Square 0.9
- Hexagonal 0.95
- Round 0.95
Solid Signs 0.85
Open Signs and Lattice
Framework 0.85
Trussed Towers
- Triangular, square, rectangular �.85
- all other cross sections 0.95
* This factor should only be applied when used in conjunction with load
combinations specified in sections 2.3 and 2.4 in ASCE/SEI 7-10
7. Velocity Pressure Coefficient Kzt (ASCE 7-10, Figure 6-4)
Please Refer to ASCE/SEI 7-10
-This only applies if structure is built on a hill or escarpment
Sheet 5 of 40
8. Snow Load Coefficient, Exposure Factor Ce (ASCE 7-10, Table 7-2)
Exposure Factor
B
C
D
windswept mountainous
areas
In Alaska, in areas where
trees do not exist within a
2 mile radius of the site
Fully
Exposed
0.9
0.9
0.8
ure of Roof
Partially Shelter
Exposed ed
1 1.2
1 1.1
0.9 1
0.7 0.8
0.7 0.8
NA
NA
9. Snow Load Coefficient, Thermal Factor Ct (ASCE 7-10, Table 7- 3)
Thermal Conditions Ct
All Structures except as indicated below �
ventilated roofs in which the thermal resistance (R-value)
between the ventilated space and the heated space exceeds 1.1
25 deg F x h x ftZ /btu
Unheated structures and structures intentionally kept below 1.2
Continuously heated greenhouses with a roof having a 0.85
thermal resistance (R-value) less than 2.0 deg Fx h x ft2 /btu
10. Importance Factor for Snow Is (ASCE 7-10, Table 1.5-2)
uilding Occupancy Catego IS
I 0.8
I I �
III 1.1
IV 1.2
Sheet 6 of 40
3N 2/2020
�T� Hazards by Location
Search Information
Address:
Coordinates:
Devation:
Timestamp:
Hazard Type:
ASCE 7-16
Ground Snow Load
Hobby Horse Dr, Carmel, IN 46032, USA
39.9628443, -86.16816539999999
851 ft
2020-03-12T15:37:25.609Z
Snaw
ASCE 7-10
ATC Hazards byLocation
20 Ib/sqft Ground Snow Load
�'
23l
i
�
�o gle
3�azi� �n
20 Ib/sqft
Muncie
851 ft qnderson �
� �mel o
° n � New Castle
Fishers °
Indianapolis �
0
Greenwood Connf
o sz
ghPMap d ReportamapeRor
ASCE 7-05
Ground Snow Load 20 Ib/sqft
The results indicated here DO NOT reflect any state or local amendments fo the values or any delineation lines made during the b uilding
code adopGon process. Users should confirm any output obtained from this fool with the /ocal Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Harard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.
While the information presented on this website is believed to be coRect, ATC and its sponsors and contributors assume no
responsibilityor liabilityfor its accuracy. The material presented in the reportshould not be used or relied upon for anyspecific
application withoutcompetentexamination and verification ofits accuracy, suitabilityand applicabilitybyengineers orotherlicensed
professionals. ATC does not intend thatthe use ofthis information replace the sound judgment of such competent professionals,
having e�erience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results ofthe reportprovided bythis website. Users ofthe information from this website assume all liability
arising from such use. Use of the output ofthis website does not implyapproval bythe goveming building code bodies responsible for
building code approval and interpretation forthe building site described bylatitudeAongitude location in the report.
Sheet 7 of 40
httpsJ/hazards.atcouncil,org/#/snov✓�Iat=39.96284438Jng=-86.168165399999998�address=HobbyHorse Dr%2C Carmel%2C IN 46032%2C USA i!1
3/12/2020
�T� Hazards by Location
Search Information
Address: Hobby Horse Dr, Carmel, IN 46032, USA
Coordinates: 39.9628443, -86.16816539999999
Devation: 851 ft
Timestamp:
Hazard Type:
ASCE 7-16
MRI 10-Year
MRI 25-Year
MRI 50-Year
MRI 100-Year
Risk Categoryl
Risk Category II
Risk Category III
Risk Category IV
2020-03-11 T22:06:46.587Z
Wind
74 mph
80 mph
85 mph
92 mph
ASCE 7-10
MRI 10-Year
MRI 25-Year
MRI 50-Year
MRI 100-Year
100 mph RiskCategoryl
106 mph RiskCategoryll
ATC Hazards byLocation
�
231
�
851 ft
� �mel
� o �
Fishers
Indianapolis
0
Muocie
Anderson
0
New Castle
0
�
Greenwood Conn�
�70 �2 o sz
3�aril 9 � S�,PMapd Reportamaperror
ASCE 7-05
76 mph ASCE 7-05 Wind Speed 90 mph
84 mph
90 mph
96 mph
105 mph
115 mph
120 mph
113 mph RiskCategorylll-IV
117 mph
The results indicafed here DO NOTreflect any sfafe orlocal amendments to the values orany delineation lines made during the building
code adoption process. Users should confirm any output ob tained from fhis fool with fhe local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearestwhole integer. PerASCE 7, islands and
coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will
extrapolate pastthe lastwind speed contour and therefore, provide a wind speed that is slightlyhigher. NOTE: For queries near wind-
bome debris region boundaries, the resulting determination is sensitive to rounding which mayaffectwhether or not it is considered to
be within a wind-bome debris region.
AAountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no
responsibilityor liabilityfor its accuracy. The material presented in the reportshould not be used or relied upon for anyspecific
application withoutcompetentexamination and verification ofits accuracy, suitabilityand applicabilitybyengineers orotherlicensed
professionals. ATC does not intend thatthe use of this information replace the sound judgment of such competent professionals,
having e�erience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results ofthe reportprovided bythis website. Users ofthe information from this website assume all liability
arising from such use. Use ofthe outputofthis website does notimplyapproval bythe goveming building code bo���tr����siblefor
httpsJ/hazards.atcouncil.org/#/wind71at=39.9628443&Ing=-86.168165399999998address=HobbyHorse Dr%2C Carmel%2C IN 46032%2C USA 1/2
3112/2020
ATC Hazards byLocation
building code approval and interpretation forthe building site described bylatitude/longitude location in the report.
Sheet 9 of 40
hUpsJ/hazards.atcouncil.org/#/wind?lat=39.9628443&Ing=-86.168165399999998�address=HobbyHorse Dr%2C Carmel%2C IN 46032%2C USA 2/2
3N2/2020
�T� Hazards by Location
Search Information
Address: HobbyHorse Dr, Carmel, IN 46032, USA
Coordinates: 39.9628443, -86.16816539999999
EJevation: 851 ft
Timestam p: 2020-03-12T15:38:14.482Z
Hazard Type: Seismic
Reference ASCE7-10
Document:
Risk Category: II
Site Class: D
ATC Hazards byLocation
� � Muncie
� l, 851 ft Anderson �
� L�mel o
° o � New Castle
Fishers °
Indianapolis m
0
Greenwoad Conner;
o Sz °
ShPIh�Mapd Reportamaperrgr•
231
�
�
GO gle
brazi� en
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
Sa(g) , Salal
0.20
0.15
0.10
0.05
0.00
0
Basic Parameters
Name Value
Sg 0.148
S� 0.082
SMg 0.237
SM� 0.197
Spg 0.158
Sp� 0.131
0.14
0.12
0.10
0.08
0.06
0.04
0.02
0.00
Period (s) 0 2 4 6 8 10 12
Description
MCER ground modon (period=0.2s)
MCERground motion (period=1.Os)
Site-modified spectral acceleration value
Site-modified spectral acceleration value
Numeric seismic design value at 0.2s SA
Numeric seismic design value at 1.Os SA
�Additional Information
Name Value Description
SDC B Seismic design category
Fa 1.6 Site amplification factor at 0.2s
F� 2.4 Site am plification factor at 1.Os
Period (s)
Sheet 10 of 40
httpsJ/hazards.atcouncil.org/#/seismic71at=39.96284438Jng=-86.168165399999998�address=HobbyHorse Dr%2C Carmel°/a2C IN 46032%2C USA 1/2
2 4 6 8 10 12
3/12/2020
C Rg
CR�
PGA
FPGA
PGAM
T�
SsRT
SsUH
SsD
S 1 RT
S1UH
S1D
PGAd
A7C Hazards byLocation
0.909
0.865
0.068
1.6
Coefficient of risk (0.2s)
Coefficient of risk (1.Os)
MCE� peak ground acceleration
Site amplification factor at PGA
0.109 Site modified peak ground acceleration
12 Long-period transition period (s)
0.148 Probabilistic risk-targeted ground motion (0.2s)
0.163 Factored uniform-hazard spectral acceleration (2% probabiliiyof
e�aceedance in 50 years)
1.5 Factored deterministic acceleration value (0.2s)
0.082 Probabilistic risk-targeted ground motion (1.Os)
0.095 Factored uniform-harard spectral acceleration (2% probabililyof
ezceedance in 50 years)
0.6 Factored determinisGc acceleration �ralue (1.Os)
0.5 Factored deterministic acceleration value (PGA)
The results indicated here DO NOTreflect anystate orlocal amendments to the values orany delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Harard loads are provided bythe U.S. Geological SurveySeismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibilityor
liabilityfor its accuracy. The material presented in the report should notbe used or relied upon foranyspecific application withoutcompetent
examinadon and verification of its accuracy, suitabilityand applicability byengineers or other licensed professionals. ATC does not intend that
the use of this information replace the sound judgment ofsuch competent professionals, having e�erience and knowledge in the field of
pracBce, norto substitute for the standard of care required ofsuch professionals in interpreting and applying the results ofthe report provided
bythis website. Users ofthe informadon from this website assume all liabilityarising from such use. Use ofthe oulputofthis website does not
implyapproval bythe goveming building code bodies responsible for building code approval and interpretation forthe building site described
bylabtudeAongitude location in the report.
Sheet 11 of 40
httpsJ/hazards.atcouncil.org/#/seismic?Iat=39.96284438Jng=-86.168165399999998address=HobbyHorse Dr%2C Carmel%2C IN 46032%2C USA 2J2
Gable Roof Enviromental Loading
Roof Live Loading zo Psf
Width of House Z4 Ft
Length of House 36 Ft
Angle of Roof ao Degree
Weight of Roof s Psf
Height to Center of Roof za Ft
Weight of Structure as0000 Lbf
Wind Loading
Kzt 1
Kd 0.85
Exposure C
Table 26.9-1
Exposure a Zg (Ft) c I(ft) E
B 7 1200 0 3 320 0.33 9.50
C 9.5 900 0 2 500 0.20 900.00
D 11.5 700 01 650 0.13
Kz 0 97
Velocity 115 mph
qh 27.86 psf
Gcpi 0.18 -Q.18
G 0.85
Enclosed Building Strucuture
h/L 1167 L/B
Main Roof Lower Roof
From Fi ure 27.4-1 C Wind C Lee C Wind C Lee
Load Case A -0.3 -0.6 -0.3 -0.6
Load Case B 0.2 -0.6 0.2 -0.6
P=qh`G'Cp-qh•GCpi (PSF)
� - -- - -
Snow Loading
Pg 20 psf Ground Snow Load
Ce 1
Ct 1.1
I 1
Pf 15.4 psf Flat Roof Snow Load
CS 1 Roof Slope Fac[or (Fig 7-2�
PS � pSf Sloped Roof Load
Earthquake Loading
SS 0.148 g
S1 0.082 g
Site CIaSS D
Design Category B
SDS 4.1579
SD1 o.131z
R 6.5
Total Weight of Structure as4a2o
le i
CS 0 0243
Cl 0.028
X 0.8
hf7 56
Ta o 7oi
k 1
Cs(max) o.ozsa
Cs(min) 0.0069
CS 0.0243
Fx 11763
Pressure (EQ) �
Framed Wood Walls
Ibs
feet
Ibs
psf
1.5
Wall Pressures
C Side C Wind CP Lee
-0.7 0.8 -0.5
�
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Column: �{I/�
Shape: 8X8FS
Material: - Eastern Hemlock
Length: 16 ft
I Joint: N1
J Joint: N11
Envelope
Code Check: 1.018 (LC 7)
Report Based On 97 Sections
1945.305 at 11.5 ft
A Ib
-979.627 at 11.5 ft
.273 at 0 ft
T _ _ k-ft
-.641 at 11.5 ft
.01 at 5.667 ft
Dy in
-.067 at 16 ft
405.677 at 0 ft
Vy �`'— _ — Ib
-269.053 at 11.5 ft
.668 at 0 ft
.029 at 6.167 ft
Dz in
Oat16ft
388.387 at 11.5 ft
Vz �� Ib
-486.63 at 11.5 ft
638 at 11.5 ft
Mz ' k-ft My ' k-ft
-.477 at 11.5 ft -.401 at 5.667 ft
.094 at 0 ft
.09 at 11.5 ft
.03 at 11.5 ft
fa � ksi f(y) ksi f(z) ksi
-.015 at 11.5 ft
-.094 at 0 ft
AWC NDS-15: ASD Code Check
Max Bending Check 0.223 (LC 7)
Location 0 ft
Equation 3.9-1
CD 1 RB .612
Cr 1 Cfu 1
Fc'
FY
Fb1'
Fb2'
Fv'
E'
(ksi)
.55 i
.4 ,
.75 ;
.75 ;
.08 }
900
Cm ,
1
1 �
1 '
1
1 t
1 ,
Ct
1
1
1
1
-.09 at 11.5 ft
Max Shear Check 1.018 (z) (LC 7)
Location 11.5 ft
Max Defl Ratio LI10000
CL 1
CP 1
CF y-y z-z
1 � Lb .25 ft .25 ft
1 , le/d .375 .375
1 , Sway No No
� � Le-Bending Top .25 ft
I Le-Bending Bot .25 ft
Sheet 15 of 40
Beam: M202
Shape: 8X14FS
Material: - Eastern Hemlock
Length: 12 ft
I Joint: N11
J Joint: N41
Envelope
Code Check: 0.662 (LC 8)
Report Based On 97 Sections
396.34 at 8 ft
A � Ib
-1212.741 at 9.5 ft
.002 at 0 ft
Dy in
-.016 at 6 ft
1349.349 at 2.5 ft
Vy Ib
-1457.195 at 9.5 ft
2.32 at 0 ft
.595 at 8 ft
T k-ft Mz ' k-ft
-.473 at 2.5 ft
-1.359 at 5 ft
107atOft
.115 at 12 ft
Dz in
-.056 at 12 ft
295.038 at 4 ft
Vz �-2—=� Ib
-262.898 at 8 ft
.373 at 4 ft
My k-ft
-.533 at 12 ft
.004at8ft
.043at12ft
fa ksi f(y) ksi f(z) ksi
-.011 at 9.5 ft
-.043 at 12 ft
-.107atOft
AWC NDS-15: ASD Code Check
Max Bending Check 0.213 (LC 6�ax Shear Check 0.662 (y) (LC 8rylax Defl Ratio U10000
Location 0 ft Location 9.5 ft Location 0 ft
Equation 3.9-1 Span 0
CD 1 RB .81 CL 1
Cr 1 Cfu .86 CP 1
(ksi) Cm Ct CF y-y Z-Z
Fc' .55 � 1 1 1 � Lb .25 ft .25 ft
Ft' .4 } 1 { 1 1 1 le/d .375 .214
Fb1' .75 + 1 � 1 1 , Sway No No
Fb2' .645 1 1 � Le-Bending Top .25 ft
Fv' .08 + 1 t 1 Le-Bending Bot .25 ft
E' 900 ± 1 � 1 �
Sheet 16 of 40
Beam: M95
Shape: 4X10FS
Material: - Eastern Hemlock
Length: 16.621 ft
I Joint: N108
J Joint: N85
Envelope
Code Check: 0.700 (LC 8)
Report Based On 97 Sections
.003 at 8.484 ft
Dy in
-.185 at 8.31 ft
.01 at 1.731 ft
Dz in
-.016 at 0 ft
1001.549 at 0 ft
527.356 at 0 ft
A Ib
-54.785 at 16.621 ft
Vy Ib
-1002.431 at 16.621 ft
1.451 at 0 ft
Vz Ib
-2.502 at 0 ft
2.891 at 16.621 ft
-.003 at 0 ft
T k-ft
-.015 at 0 ft
Mz ` k-ft
-1.548 at 8.31 ft
52 at 16.621 ft
.017 at 0 ft
My k-ft
-.024 at 16.621 ft
.013atOft .011 at16.621 ft
fa ksi f(y) ksi f(z) ksi
-.001 at 16.621 ft -.011 at 16.621 ft
-.52 at 16.621 ft
AWC NDS-15: ASD Code Check
Max Bending Check 0.700 (LC B'jax Shear Check 0.523 (y) (LC 8lylax Defl Ratio U1251
Location 16.621 ft Location 16.621 ft Location 8.31 ft
Equation 3.9-1 Span 1
CD 1 RB 1.369 CL 1
Cr 1 Cfu 1.1 CP 1�
(ksi) Cm . Ct CF y-y z-z
Fc' .55 ; 1 + 1 1 , Lb .25 ft .25 ft
FY .4 1 1 1 le/d .75 .3
Fb1' .75 } 1 + 1 1 � Sway No No
Fb2' .825 4 1 ; 1 1 , Le-Bending Top .25 ft
Fv' .08 + 1 , 1 Le-Bending Bot .25 ft
E' 900 1 1
Sheet 17 of 40
Beam: M118
Shape: 8X8FS
Material: - Eastern Hemlock
Length: 16 ft
I Joint: N123
J Joint: N122
Envelope
Code Check: 0.530 (LC 7)
Report Based On 97 Sections
-94.68 at 0 ft
A Ib
-1368.585 at 11 ft
.169 at 2.5 ft
T . �--� k-ft
-.28 at 11 ft
002 at 11 ft
Dy in
-.015 at 4 ft
163.166 at 11 ft
Vy Ib
-158.666 at 10.833 ft
437 at 11 ft
Mz k-ft
-.372 at 2.5 ft
.012 at 12 ft
Dz in
OatOft
465.325 at 16 ft
Vz Ib
-197.935 at 0 ft
1.076 at 16 ft
My - --y- k-ft
-.822 at 11 ft
151 at 16 ft
-.001 at 0 ft
fa ksi
-.021 at 11 ft
061 at 11 ft
f1Y1 ksi
-.061 at 11 ft
�,
,.
f(z) ' ksi
\�.�
3
-.151 at 16 ft
AWC NDS-15: ASD Code Check
Max Bending Check 0.329 (LC Qljax Shear Check 0.530 (z) (LC 7fj//lax Defl Ratio U9141
Location 16 ft Location 16 ft Location 4.167 ft
Equation 3.9-1 Span 1
CD 1 RB .612 CL 1
Cr 1 Cfu .86 CP 1
(ksi)
Fc' .55 �
FY .4
Fb1' .75 }
Fb2' .645 �
Fv' .08 +
E' 900 +
Cm
1 }
1 �
1 +
1 t
1 +
Ct
1
1
1
CF y-y Z-Z
1 Lb .25 ft .25 ft
1 ; le/d .375 .375
1 Sway No No
� � Le-Bending Top .25 ft
Le-Bending Bot .25 ft
Sheet 18 of 40
Beam: M143
Shape: 6X6FS
Material: - Eastern Hemlock
Length: 3.536 ft
I Joint: N24
J Joint: N152
Envelope
Code Check: 0.558 (LC 8)
Report Based On 97 Sections
550.631 at 0 ft
A
.01 at 0 ft
Dy ~� �� in
-.009 at 3.536 ft
12.483 at 0 ft
�b Vy -- Ib
-18.915 at 3.536 ft
.073 at 0 ft
Dz in
Oat3.536ft
33.894 at 3.536 ft
Vz Ib
-257.644 at 0 ft
-439.986 at 3.536 ft
.306 at 0 ft
.127at0ft .038at0ft �
T k-ft Mz k-ft My ��-�--- ----- k-ft
.016 at 0 ft -.031 at .479 ft
-.565 at 3.536 ft
.188 at 3.536 ft
.015atOft .013atOft
fa ksi f(y) ksi f(z) !, ksi
-.012at3.536ft -.013atOft
-.188 at 3.536 ft
AWC NDS-15: ASD Code Check
Max Bending Check 0.308 (LC 6'�ax Shear Check 0.558 (z) (LC 8�llax Defl Ratio U10000
Location 3.536 ft Location 0 ft Location 0 ft
Equation 3.9-3 Span 0
CD 1 RB .707 CL 1
Cr 1 Cfu .86 CP 1
(ksi) Cm Ct CF y-y z-z
Fc' .55 1 � 1 1 Lb .25 ft .25 ft
Ft' .4 1 1 � 1 1 � le/d .5 .5
Fb1' .75 , 1 } 1 1 , Sway No No
Fb2' .645 � 1 + 1 1 , Le-Bending Top .25 ft
�
EV 900 } 1 t � � Le-Bending Bot .25 ft
Sheet 19 of 40
Beam: M280
Shape: 4X8FS
Material: - Eastern Hemlock
Length: 11.261 ft
I Joint: N276
J Joint: N286
Envelope
Code Check: 0.336 (LC 6)
Report Based On 97 Sections
753.123 at 0 ft
A Ib
-329.218 at 11.261 ft
.082 at 6.686 ft
Dy in
-.017 at 0 ft
283.148 at 0 ft
Vy Ib
-199.561 at 11261 ft
88atOft
T
OatOft
-.002 at 0 ft
k-ft
Mz k-ft
-.39 at 0 ft
247atOft
.005 at 9.267 ft
Dz in
-.001 at 8.446 ft
1.414 at 0 ft
Vz Ib
-2.406 at 0 ft
.013 at 0 ft
My k-ft
-.014 at 11.261 ft
.024 at 0 ft 008 at 11.261 ft
fa �-� ksi f(y) ksi f(z) ksi
-.01 at 11.261 ft -.008 at 11.261 ft
-.247 at 0 ft
AWC NDS-15: ASD Code Check
Max Bending Check 0.336 (LC 6�ax Shear Check 0.172 (y) (LC 6lylax Defl Ratio U7854
Location 0 ft Location 0 ft Location 3.636 ft
Equation 3.9-3 Span 1
CD 1 RB 1.225 CL 1
Cr 1 Cfu 1.05 CP 1
(ksi) r Cm Ct CF y-y z-z
Fc' .55 1 � 1 1 Lb .25 ft .25 ft
Ft' .4 f 1 � 1 1 { le/d .75 .375
Fb1' .75 ; 1 } 1 1 { Sway No No
Fb2' .788 + 1 t 1 1 , Le-Bending Top .25 ft
�
EV 00 ' 1 } � � Le-Bending Bot .25 ft
Sheet 20 of 40
Company : DOTec Engineering Apr 8, 2020
'' �'�� Designer � CWK 10:35 AM
Job Number : 2002095 Checked By:
„ ��,�pqp�y Model Name : 2114 Hobby Horse Dr. Carmel, IN
Member Area Loads BLC 1: Dead Load
Joint A Joint B Joint C Joint D birection Distribution _ Maanitude[ps€�
, 1 N114 N102A , N41 N49 Y Two Way _ -20
�.�_ N124 N129 ', N16 N11 _ Y Two Wa � -20_..
3 _ N 129 N 126 N 13 N 16 Y Two Way _ -20
�4 N�8 N58 _�� N40 N52 Y � Two WaX___' -20.._ __
N123 N125 , N12 N10 Y ; Two Way � -20
�_ N 125 __ _ N 130 __ N 17 N 12 Y � Two Wav __ -20 _
7 N 130 N 126 N 13 N 17 Y Two Wa� -20
Member Area Loads fBLC 3: Snow Load,� _
Joint A __ JoEn B. T
N130 N126
Join C _
N13
Joint D
N17
❑ir�ctinn T bistribution T Magnitude[ps#1
Y _
Member Area Loads (BLC 4: Wind Load)
Joint A Joint B Joint C
�1 N114 N1.02A N41_
2 N124 N129 _�__N16
3 N129 N126 N13
� __4 _ N68 N58 � N40 _
5 N123 N125 N12
�__. _ N 125 N 130 � N 17
Joint D
_N49 .
IV�f1.. ..
N16
.N52---- �
IV 10
Direction Distribution
Perp Two Way
P �_ �_ Two Wav
Perp , Two Wav
Magnitude[psfJ
-12.118
-12.118
-12,118
19.223
19.223
19.223 _
19.223
Perp F Two Way
7 N130 N126 N13 N17 Perp Two Way
� s_ N48 ___ N49 � N41 N31 Z t Two Wav
� 9_ N1 �__ IV11 .� N12 N4 . Z 1 Two Way
� 11 __ N 120 N 123 N 125 N 119 Z Two Way '
� 12 ,_ N 119 N 125 � N 124 __ ___ N 118 Z Two Wa
13 _ N96 N102A N114 N113 Z Tw_o_Way t
� 1�4 __ N10 ___ N123 N120 _ N5 ' X � Two WayT
15 . N_1 N11 N41_ ____ _ N31 X__ Two Wav
; 16 N48 � N49 ^ N114 N113 X � Two Wa}�_.�
17 N 96 N 102A N 1_24 N 118 X _ Two Way i
11.56 _
11.56
-11.56___ _
-11.56 _
-11.56
6.83
23.96 . _
23.96
23.96
Member Area Loads (BLC 5: Reverse Windl
_ JointA JQint B Joint C _____ Joint D____. _ Direction Distribution Magnitude osf
1 N 114 N 102A N41 N49 Per Two Wa 9.75
2 N124 N129 N16 N11 Per Two Wa 9.75 I
� 3 N129 _ _ �_ . N126 _ N13 N16 Perp , Two Way . _` _ 9.75 —�
RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 1
Sheet 21 of 40
Member Area Loads lBLC 2: Roof Live Load1
''' �' � Company : bOTec Engineering Apr 8, 2020
� Designer : CWK 10:35 AM
Job Number � 2002095 Checked By:
Model Name 2114 Hobby Horse Dr. Carmel, IN
Member Area Loads (BLC,S : Reverse Wind] (Continued� , ,_,�
Joint A Joint B Joint ,}aint � birection bistribution Magnitude
� 4 � N68 __ N58 ; N40 _ N52 Perp �wo Wav i .19
�5 � N123 � N125 N12 , N10 Per Two Wa � 9.19
I Fi ' N 1').ri i N 13f1 N 17 i nl1') Derr� T,.,n \n/.�u I o 4 0
N126
;11:
N125
13 N 96 N 102A ' N 114 N 113 Z Two Wa � 21. 59
� N10 N123 N120 N5 ! X Two Wa� 16.85
� 15 N1 N11 ; N41 N31 X Two Wav T 13.93
16 � _ N48 ;_ N49 ' N 114 ' N 113 X_ Two 1Na Y 13.93
17 ._ N96 _ _ N102A _ N124 _ N118 ___ X �_Two W� �_ 13.93
Member Area Loads [BLC 6: Live load3 , , ,
Joint A Joint B Joint C Joint D Direction bistribution Magnitude[psf]
1 N80 . N121 N128 N89 Y Two Way ; -100
Load Combinations
Description Sol,. PD...SR...BLC Fact...BLC Fac ...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLG F ct...BLC Fact...BLC Fact..TBLC Fact...
� � ASCE AS... Yes Y DL 1
2 ASCEAS...�Yes Y �DLi 1 a�� 1 LL. 1 i � � i j
3 ASCE AS... Yes Y DL 1 SL 1 LL 1. � ' I
4�ASCEAS...'Yes. Y DL 1 WL .6 • LL 1 �
5 ASCE 6(a) Yes Y DL 1 R�� ,75 WL .45 SL .75 � '
g,ASCE 6(bj,Yes Y � DL 1 EL .525 RLL. .75 SL .75 I
7 ASCE AS... Yes Y DL 1 0�1 .g ' ' ' �
g ASCE AS..1Yes Y DL 1 RLL ,75 OL1 .45 � SL .75 ' '
EnveloAe Wood Code Checks , w
Member _ Shape Code ...Loc[�. LC Shear.,.Loc[�Dir LC Fc' [ksi FY [ksi _F.b1' [,... Fb2' [..._Fv' [ksi] RB _ CL CP Egn
1 M1 8X8FS . ..2.2.4 _ 0 7 . .1_016 � 11.5. z . 7 _ .55 , .4 .75 � .75 ' .08 . .612 � 1 1. 3.9-1
� 2, M2 I� FS .285 13.5 ___6_ �.459 11.5 z 6 i 55 ;.4 .75 �__.75 �.08 .612 � 1 _ 1 3.9-3 i
3 M3 }8.X8.FS. ..308 .5.87. 7 ,1.839.1_1.5_.z.. 7 5+ .4 .75 75. ., _.08_ , .612 1 . 1. _ 3.,9-1 ,
4 M4 8}C8FS .306 5.87 . 7 1.283 �11.6 z , 7 I .55 � .4 .75 .�_ .76 j .08 _ .612 � 9 1 3.9-3 �
5 M5 8X8FS .1_91 . 0 7.327 11_5_ y�65 .4 ,75 75 08 _.612 , 1 1 . 3.9-3 �
; 6 M6 _ 8X14FS ,230 5�7 7.645 2_56� �7 _5__5__. .4 .75 645 _08 81 1 1 3.9-3 ;
7_ M7 8X14FS ,376.� 7 i 7,.103 0_ z_._ 7'. _55 �.4, _75 ,645.. ,0 8 1 1 93 1
g �yg 8X14FS .357 ' _ O 7 .344 _ O z ! 7 . .55 ' .4 �75 645 � .08 .81 1 1 __ 3.9-1 ._;
9 y M9 8X8FS ..235 _�4.59 6 , .270 i 0 . z._ 7 .55 .4 . .75 I :75 ' _08 _ .612 1 1 3.9-1_ ..
10 M10 8X8FS .205 ��•59 6.353 +� 0 z 7,.55 _.4 .75 �.76 .08 .612 1 1 3.9-1 _;
, 11 _ M11. 8x12FS 05_.5 5�748 8.. _183 ������. Y. 6:.55 �, __4 _ 75 645 .08 _, _75 , 1_ 1 3_9-3
I 12 M12 8X12FSi .086 8.409 � .093 18.409_y 6 � .55 .4_ .75 � .645 .08 .7b ��_-1 3.9-3
13 __. M13 8X12FS�,078 , 0 6 _ .046_ . 0 .. Y _ 8 .F� ._ . a _ ._.7F _t .645. _08 . .75 , 1.. _ 1 _. 3.9-3..
� 14 IUI14 t8X12FSf f17R 4.467� F nRR C8.409 � F 1 aa� fi na �r� f � � � o_�
15 _ M15 8X8FS .384 , 16 ' 7 _. 28_3. � 16 _, z. 7 � 55 _ ,4 .75 ' .645 � 08 __612 " 1_ 1
16 . M16 8X8FS .097 :3.536 7 .108 0 � z 7 .55 . _. _4 .75__ � .645 .08 .612 1 1 �
_17 M17. 8X8FS .132 , 0_ ._ 7 _ . 361 � 0 __z , 7 , .55 .4_ .75 .645 08_ . .612. 1 1 _
� ., T . .. ., .,.,-., ��, .., � . .�. � �.. ., t ,. _. i � � : -- f = • - t = = - ,
� 19 . M19_ �8X8FS _135__. 0 . 8_ . _269_ 0 ._ z_, 7 i .55. . : 4 . _ .75 � _645 � 08 _.._.612. � 1 1 _ �
20 M20 _�8X8FS .114 a _ 6 .170 0 , y 8 � .55 .4 .75 � .645 � .08 .612 � � 1 3.9-1. _
21 M2'I :8X._8.FS ; .253 7 _ 7 . .061 _ 0 z 7 , .55 .4 .75 . .645 � .08 , .612 � 1 1 3.9-3
RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 2
Sheet 22 of 40
Company
', �'�� Designer
Job Number
,, Model Name
DOTec Engineering
CWK
2002095
2114 Hobby Horse Dr. Carmel, IN
Apr 8, 2020
10:35 AM
Checked By:
Envelo e Wood Code Checks Continued
RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 3
Sheet 23 of 40
I�� �
RISA
��
Company
Designer
Job Number
Model Name
DOTec Engineering
CWK
2002095
2114 Hobby Horse Dr. Carmel, IN
Apr 8, 2020
10:35 AM
Checked By:
Envelo e Wood Code Checks Continued
Ri�r�-ou version i i.u.� ����...�...�...�...�worKUiarn.r3d] Pa e 4
Sheet 24 of 409
I I 1 RISA Company : DOTec Engineering Apr 8, 2020
Designer : CWK 10:35 AM
Job Number : 2002095 Checked By:
A,, Model Name : 2114 Hobby Horse Dr. Carmel, IN
Envelo e Wood Code Checks Continued
RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 5
Sheet 25 of 40
''' Company � DOTec Engineering Apr 8, 2020
���� Designer : CWK 10:35 AM
Job Number : 2002095 Checked By:
Model Name : 2114 Hobby Horse Dr. Carmel, IN
Envelo e Wood Code Checks Continued
rcisH-�u version � i.u.� �5:�...�. .�...�...�Work\Barn.r3d] Pa e 6
Sheet 26 of 40g
Company
'' �'�� Designer
Job Number
, Model Name
DOTec Engineering
CWK
2002095
2114 Hobby Horse Dr. Carmel, IN
Apr 8, 2020
10:35 AM
Checked By�
~ RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 7
Sheet 27 of 40
Envelo e Wood Code Checks Continued
''' �'�� Company : DOTec Engineering Apr 8, 2020
Designer : CWK 10:35 AM
Job Number : 2002095 Checked By:
Model Name : 2114 Hobby Horse Dr. Carmel, IN
Envelo�e Plate/Shell Princi►oal Stresses
R15A-3D Version 17.02 [S:\...\...\...\...\Work\Barn.r3d] Pa e 8
Sheet 28 of 409
Company
'' �'�� Designer
Job Number
,,u,,. Model Name
DOTec Engineering
CWK
2002095
2114 Hobby Horse Dr. Carmel, IN
Apr8,2020
10�35 AM
Checked By:
Envelo e Plate/Shell Princi al Stresses Continued
RISA-3D Version 17.0.2 [S:\...\...\...\...\Work\Barn.r3d] Page 9
Sheet 29 of 40
'',` DesiPney : CWK c Engineering Apr 8, 2020
RISA �ob Number : 2002095 Che ked By:
p Model Name : 2114 Hobby Horse Dr. Carmel, IN
Envelo e Plate/Shell Princi al Stresses Continued
rtiSH-�u version � i.o.z [5:�...�...\...\...\Work\Bam.r3d] Paqe 10
Sheet 30 of 4�
Company : DOTec Engineering Apr 8, 2020
' 1 R'�A ob INumber : 2 0 095 Che ked By:
Model Name : 2114 Hobby Horse Dr. Carmel, IN
EnveloAe Joint Reacfions
Joint X.[IbJ LC . Y I�bJ LC Z[Ib] LC MX [k=ftJ LC ._ MY [k-ft] LC MZ [k-ftj LC
1. IV 1_ max �-93.573 ' 1 9028.604 ,_6 . 367.047 ' 6 0 8 0 8 0 8
� 2 _ min -1324.4 ��-2533.83 7-437.776 1 7 0 1 0 1 0 1
3 N2 max 151.325_ , 6 3845.684 , 7 2.023 6� 0 8 0 8. 0 8_
r 4 � min -1238.854i 7 975.096___9 -588.002 7 �___ �_ 1� 0 1 0 _ 1
', 5 N3 max -52.303_ �, 1_ 1_542.842 _ 6_ 1,615 3 0 8 0 8_ 0 8
_ 6 ' min -1512.763 7-2272.335 7-575.34'f _ 7 0 � 1� 0 1 0 1 1
RISA-3D Version 17.0.2 [S:�...\...\...\...\Work\Barn.r3d] Paqe 11
Sheet 31 of 4�
Envelope Plate/Shell PrinciQal Stresses lContinuedj, „, .,,.
Company � DOTec Engineering Apr 8, 2020
'' �'S� ob INumber � 2 0 095 Che ked By:
, Model Name � 2114 Hobby Horse Dr. Carmel. IN
RISA-3D Version 17.02 [S:\...\...\...\...\Work\Barn.r3d] Paqe 12
Sheet 32 of 4�
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Company : DOTec Engineering March 12, 2020
Designer : CWK
Job Number : Wall Footing : WF1 Checked By:
Sketch
10 in
3 in � 3 in
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RISAFoundation Version 11.0.2 [S:\...\.. �\,..\�..lWork\Barn.r3d] Page 1
Sheet 34 of 40
Loading Diagram
600.671b/ft
f27 I h /ft
:^.-� ;�.-� �� �, ^; r, �; ,^, n ,^, r� n n �^
I
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793.81 psf - - — — ' - 803.87 psf
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Sheet 35 of 40
Geomet Materials and Criteria
Start Point : R3D N1
End Point : R3D N118
Wall Length : 56 ft
Wall Height : 3 ft
Wall Thickness : 10 in
Wall Int Cover : 3 in
Wall Ext Cover 3 in
Foot Toe Len. : .6 ft
Foot Heel Len. : .6 ft
Foot Thickness : 12 in
Foot Top Cover 3 in
Foot Bot Cover 3 in
Design Code
Wall Material
Wall Weight
Wall Conc fc
Wall Steel fy
Foot Weight
Foot Conc fc
Foot Steel fy
Soil Height
ACI 318-14
Concrete
.145 k/ft^3
3 ksi
60 ksi
.145 k/ft"3
3 ksi
60 ksi
2.75 ft
Wall Ext Bar
Wall Int Bar
Wall Horz Bar
Wall Bar Location
Wall Outer Bar
Foot Bot Bar
Foot Long Bar
Foot bar Location
� #4@18 in
: #4@18 in
: #5@18 in
: Each Face
: Vertical
#4@9 in
#5@9 in
Single Layer
Wall Desi n
LC 1 DIAGRAMS
Min: 702.9 at 3 ft
Ib/ft Ib/ft �C_{�
P V �
Max: 1065 at 0 ft Max: -2.75 at 1.5 ft
ACl 318-14 Code Check
AXIAL/BENDING DETAILS
UC Max Int(+z) .008
Location : 0 ft
Gov Pu Int(+z)
phi *Pn Int(+z)
Gov Mu Int(+z)
phi'`Mn Int(+z)
phi eff. Int(+z)
Gov LC Int(+z)
UC Max Ext(-z)
Location
1319.754 Ib/ft
1.671 e+5 Ib/ft
0 k-ft/ft
0 k-ft/ft
.65
2
.002
Oft
Gov Pu Ext(-z) 0 Ib/ft
phi `Pn Ext(-z) : 0 Ib/ft
Gov Mu Ext(-z) : .01 k-ft/ft
phi *Mn Ext(-z) : 5.682 k-ft/ft
phi eff. Ext(-z) : .9
Gov LC Ext(-z) : 2
- .� —. , ._ � .. .
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Sheet 36 of 40
SHEAR DETAILS
UC Max : 0
Location � .563 ft
Gov Vu : 3.298 Ib/ft
phi*Vn :6654.8291b/ft
Gov LC : 2
UC Max Dowel
µ
A�
Dowel Bars
0
1
.131 in"2/ft
#4@18in Int
ENVELOPED WALL FORCES (NOT USED FOR DESIGN)
M in Plane .116 k-ft (LC :�'jin Plane 38.73 Ib (LC : 2)
RESULTS FOR FULL WALL
As Provided(H) : 1.227 in"2 (4 #5)
Rho Provided(H) : .0034
As min(H) : .72 in"2
Rho min(H) : .002
Int As Provided(V) : 7.461 in"2 (38 #4)
Int rho Provided(V) : .0011
Ext As Provided(V) 7.461 in"2 (38 #4)
Ext rho Provided(V) : .0011
As min(V) : 8.064 in^2
rho min(V) : .0012
Footin Desi n
As-min z-dir (Top Flexure): .259 in"2/ft z-dir (T & S) :.259 in^2/ft
As-min z-dir (Bot Flexure) :.259 in"2/ft x-dir Long. (T & S) :.527 in"2
Bottom Bar Design (Heel) : Shear (Toe)
Mu UC Gov Mu Max Mu Phi"Mn As Req'd As Prov'd Vu UC Gov Vu Vu Phi*Vn
Max LC (k-ft/ft) (k-ft/ft) (in^2/ft) (in^2/ft} Max LC {Ib/ft) (Ib/ft)
.008 2 .079 10.006 .002 .262 Q Z .01 8626.63
Top Bar Design (Toe) : Shear (Heel)
Mu UC Gov Mu Max Mu Phi''Mn As Req'd As Prov'd Vu UC Gov Vu Vu Phi*Vn
Max LC {k-ft/ftj (k-ft/ftj (in^2/ftj (in^2/ft} _ Max LC �Ib/fty _ (Ib/ftj
0 NC _ 0 j 3.526 � 0 .262 .021 �2 � 177.839 r 8626.63
Overturninq Check (Service)
Moverturn Mresist
Description _T Cate�ories and Factors _ tk-ft/ft} {k-ft/ft3 SF SF Min SF Min/SF
Service 1 DL+1 LL+11iL .011 1.755 158.9751 1 . 0
Sliding Check jSe►vice; ,_ „
Vsliding Vresist
Description Categories and Factors �Ib/ft} �Ib/ft) SF SF Min SF Min/SF
Service 1 DL+1 LL+1 HL .866 487.292 562.585 1 .002
Soil Bearin Check Service
Max Bearing Bearing Allowed Bearing
Description Categories and Factors (psfl tpsfl UC
Service 1 DL+1 LL+1 HL 803.867 2500 .322
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Sheet 37 of 40
Company : DOTec Engineering March 12, 2020
Designer : CWK
Job Number : Footing 2- R3D_N48 Checked By:
Sketch
f
lft I x
Ao-
� 12 in
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Details
*x
A _ �_ S _
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• $ c
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Z ' �
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_ � � #6@15 in Foofing Elevation �'
D° �C
3ft
x Dir. Steel: 1.33 inz (3 #6)
z Dir. Steel: 1.33 inZ (3 #6)
Bottom Rebar Plan
Geomet Materials and Criteria
Length : 3 ft eX : 0 in Gross Allow. Bearing 2500 psf (gross) Steel fy : 60 ksi
Width : 3 ft eZ : 0 in Concrete Weight .145 k/ft"3 Minimum Steel :.0018
Thickness :12 in pX :12 in Concrete fc 3 ksi Maximum Steel :.0075
Height :0 in pZ :12 in Design Code ACI 318-14
Rot. Angle � 0 deg
Footing Top Bar Cover :1.5 in Overturning / Sliding SF :1 Phi for Flexure 0.9
Footing Bottom Bar Cover : 3 in Coefficient of Friction : 0.3 Phi for Shear : 0.75
Pedestal Longitudinal Bar Cover : 3 in Passive Resistance of Soil : 0 Ib Phi for Bearing : 0.65
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Sheet 38 of 40
Company : DOTec Engineering March 12, 2020
Designer : CWK
Job Number : Footing 2- R3D_N48 Checked By:
Loads
P(Ib) Vx (Ib) Vz (Ib) Mx (k-ft) Mz (k-ft) Overburden [psf}
DL 518.205 -3.029 ` -8.68 � .,� _. ._ ..
LL -5.738 � � -1.926 �
+p +Vx +Vz �++Mx �+MZ +Over
� � � �--; � �--, �
A D D C D C A D
Soil Bearing
Description Categories and Factors Gross Allow.(psfl Max Bearing (psfl Max/Allowable Ratio
Service 1 DL+1 LL+1 HL � 2500 _ 205.071 �C� _ .082
A� B
� �
D� C
1 DL+1 LL+1 HL
QA: 199.011 psf
QB: 203.725 psf
QC: 205.071 psf
QD: 200.357 psf
NAZ:1566.048 in
NAX:5484.18 in
Footing Flexure Design (Bottom Bars)
As-min x-dir (Top Flexure): .778 in"2 As-min x-dir (T & S): .778 in"2
As-min z-dir (Top Flexure): .778 in^2 As-min z-dir (T & S) :.778 in^2
As-min x-dir (Bot Flexure) � .778 in^2
As-min z-dir (Bot Flexure) � .778 in"2
z-Dir As z-Dir As x-Dir As x-Dir As
Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided
Description Categories and Factors UC Max k-ft} [in^2j [in^2j UC Max (k-ftJ {in^2j (in^2)
Stren th T 1.2DL+1.6LL+1.6HLT 00227 .11 .003 1.325 i 00221 L 1 .003 1.325
� 1 ' '
Footing Shear Check _ _ _ _ _ _ w , ,_ �
Two Way (Punching) Vc: 1.278e+5 Ib One Way (x Dir. Cut) Vc 32534.72 Ib One Way (z Dir. Cut) Vc: 32534.72 Ib
Punching x Dir. Cut z Dir. Cut
Description Categories and Factors Vu(Ib) Vu/�Vc Vu(Ib) Vu/K•Vc Vu(Ib) Vu/�Vc
Strength 1.2DL+1.6LL+1.6HL � 464.984 .005 66.339 .003 64.498 .003
Concrete Bearin9 Check (Vertical Loads Only}
Bearing Bc : 7.344e+5 Ib
Description Categories and Factors Bearing Bu (Ib) Bearing Bu/;rBc
Strength 1.2DL+1.6LL+1.6HL _ 612.665 .001
.�_�...,.� _ _.�
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Sheet 39 of 40
Company : DOTec Engineering March 12, 2020
Designer : CWK
Job Number : Footing 2- R3D_N48 Checked By:
Overturning Check (Service� , . �
Description Categories and Factors Mo-xx (k-ft) Ms-xx �k-ft) _ Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz
Service 1 DL+1 LL+1 HL T .019 � 2.736 .012 2.736 142.401 35.136
Mo-xx: Governing Overturning Moment about AD or BC
Ms-xx: Governing Stablizing Moment about AD or BC
OSF-xx: Ratio of Ms-xx to Mo-xx
Slidin Check Service
Description Categories and Factors Va-xx (Ib) Vr-xx (Ib) Va-zz (Ib) Vr-zz (Ib) SR-xx SR-zz
Service 1DL+1LL+1HL 3.029 545.487 10.607 545.487 '�80.097151.428
Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis
Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis
SR-xx: Ratio of Vr-xx to Va-xx
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Sheet 40 of 40