HomeMy WebLinkAboutSkybreak Sub. - Entry Gate, Shack, Monument (ENG Calcs) - 072822 V1kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
I
an, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE: 09/26/22
FILE NUMBER: a2021D162
Structural Calculations
For
Skybreak Subdivision
E. Bingley Dr.
Meridian, Idaho
For
2022-13382
L
&STER "y onlY
c S� �on
_N� 220
s TE of �oP
�wN REED%
Expiration] 712712023
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 1 of 69
IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22
FILE NUMDER:^-zszz-sisz riteria
Governing Code: 2018 IBC
Snow Criteria
Roof Snow Load (Pf)
25 psf
Ground Load (P9)
17 psf
Exposure Factor (C j
1.0
Partially
Thermal Factor (Ct)
1.0
Typical
Importance (Is)
1.0
Seismic Criteria
Site Class
D
Stiff Soil
Ss
0.29
Fa
1.57
S1
0.10
Fv
2.39
SpS
0.30
Spt
0.16
Risk Category
II
Other
Seismic Importance (IE)
1.0
Seismic Design
C
Category (SDC)
Live Loads
Typ Residential 40 sf
Garage (P.V.) 40 psf
Studs
2.0
Siding
25.0
Insulation
0.5
Gyp. Board
2.5
Sheating
1.5
Misc
3.0
TOTAL
34 psf
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Wind Criteria
Wind Speed M) 115 mph
Wind Exposure C Open Terrain
Wind Importance (IW) 1.0
Building Category II
Seismic
Wall Design Response
Material Base Coefficient
Shear R
OSB
.05Wp
6.5
Conc.
.20Wp
1.5
e-Inf. CMU
.15Wp
2
Soil Bearing
Typical 1500 psf
Frost Depth 24 in
Concrete Cap Weight ,.
>.
3" thick 42.0
5" thick - 62.5
0.0
Typ @ Ext
Typ @ Int
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 2 of 69
C��(E IDIAN> kybreak Subdivision
13382
I
an,Idaho PERFORMANCE
APPROVED ENGINEERS
DATEDATE: 09/26/22
: 9/26/22 PSB Seismic Loading Analysis
SS = 0.289
S1 = 0.100
Fa = 1.6
Fv = 2.4
R = 6.5
IE = 1.0
SMS = FaS, = 0.4534
SM1 = F S1 = 0.2390
SIDS = 2/3 SMS = 0.3023
SD1 = 2/3 SM1 = 0.1593
Cs = SDS/(R/IE) = 0.0465
Ta = CA3/4 = 0.1356
Cs < SD1/[(R/IE)T] = 0.1808
CS > 0.044SDSIE = 0.0133
CS > 0.5S1/(R/IE) = 0.0077
V = CSW = 0.0465 W
0.7*V = 0.0326 W
CT = 0.020
h„ = 12.83 ft
Seismic Design Category
B
C
Controls
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 3 of 69
CUE IDR IAN, kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
I
an, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE 09/26/22
DATE. -
LE 0 /26/2zz�162PSB Seismic Component Loading
wp = 1 psf weight of element
Portion of seismic shear load at the level of the
diaphragm, required to be transferred to the components
of the vertical seismic -force -resisting system beacause of
the offsets or changes in the stiffness of the vertical
Vpx = 0 plf components above of below the diaphragm.
wW = 34 psf weight of wall
Lb = 8 ft length of the building
NOTE: Use 1 for unit weight to achieve an answer per element unit weight
Connections
Fp = 0.133 SIDS Wp = 0.04 psf
or
Fp = 0.05 wp = 0.05 psf Controls
Diaphragm
Fp = 0.2 IE SoS wp + Vpx =
0.06
psf
Fp,max = 0.4 IE SpS wp + Vpx =
0.12
psf
Bearing Walls & Shear Walls
Out of Plane Forces
Fp = 0.40 IE SpS WW =
4.17
psf Controls 12.11.1
Fp = 0.10 WW =
3.45
psf 12.11.1
Anchorage
Fp = 0.40 IE SpS wW ka = 4.5 psf 12.11-1
Fp = 0.2 IE ka WW = 7.4477 psf Controls
ka = 1.0 + Lb / 100 = 1.0800 12.11-2
Note: 12.11.2.2.2 The strength design forces for steel elements of the structural wall anchorage system,
with exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise
noted above.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 4 of 69
kybreak Subdivision
13382
ian,ldaho PERFORMANCE
APPROVED ENGINEERS
DATEDATE: 09/26/22
: 9/2ER:6/22 onc. Seismic Loading Analysis
SS = 0.289
S1 = 0.100
Fa = 1.6
Fv = 2.4
R = 1.5
IE = 1.0
SMs = FaS, = 0.4534
SM1 = F S1 = 0.2390
SIDS = 2/3 SMS = 0.3023
SD1 = 2/3 SM1 = 0.1593
CS = 1.2*SDs/(R/IE) = 0.2018
Ta = CA3/4 = 0.1356
Cs < SD1/[(R/IE)T] = 0.7835
CS > 0.044SDSIE = 0.0133
CS > 0.5S1/(R/IE) = 0.0333
V = CSW = 0.2018 W
0.7*V = 0.1411 W
CT = 0.020
h„ = 12.83 ft
Seismic Design Category
B
C
Controls
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 5 of 69
kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE: 09/26/22
DATE 9/2ER:6/22 onc. Seismic Component Loading
wP = 1 psf weight of element
Portion of seismic shear load at the level of the
diaphragm, required to be transferred to the components
of the vertical seismic -force -resisting system beacause of
the offsets or changes in the stiffness of the vertical
VPX = 0 plf components above of below the diaphragm.
wW = 34 psf weight of wall
Lb = 8 ft length of the building
NOTE: Use 1 for unit weight to achieve an answer per element unit weight
Connections
FP = 0.133 SIDS WP = 0.04 psf
or
FP = 0.05 wP = 0.05 psf
Diaphragm
FP = 0.2 IE SIDS WP + VPX = 0.06 psf
Bearing Walls & Shear Walls
Out of Plane Forces
FP = 0.40 IE SIDS WW = 4.17 psf Controls 12.11.1
FP = 0.10 WW = 3.45 psf 12.11.1
Anchorage
FP = 0.40 IE SIDS wW ka = 4.5 psf 12.11-1
FP = 0.2 IE ka WW = 7.4477 psf Controls
ka = 1.0 + Lb l 100 = 1.0800 12.11-2
Note: 12.11.2.2.2 The strength design forces for steel elements of the structural wall anchorage system,
with exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise
noted above.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 6 of 69
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE 09/26/22
FILE NUMBER: ^ D210162 WIND LOADING ANALYSIS - Main Wind -Force Resisting System
Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analvtical Procedure (Section 27 & 28) for Low -Rise Buildings
Input Data:
Wind Speed, V =
115
mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification =
II
(Table 1.5-1 Risk Category) Wind
Exposure Category =
C
(Sect. 26.7)
Ridge Height, hr =
12.83
ft. (hr >= he)
Eave Height, he =
9.00
ft. (he <= hr)
Building Width =
10.00
ft. (Normal to Building Ridge)
Building Length =
8.00
ft. (Parallel to Building Ridge)
Roof Type =
Gable
(Gable or Monoslope)
Topo. Factor, Kzt =
1.00
(Sect. 26.8 & Figure 26.8-1)
Direct. Factor, Kd =
0.85
(Table 26.6)
Enclosed? (Y/N)
Y
(Sect. 26.2 & Table 26.11-1)
Hurricane Region?
N
IT
Resulting Parameters and Coefficients:
Roof Angle, 0 = 37.45 deg.
Mean Roof Ht., h = 10.92 ft. (h = (hr+he)/2, for angle >10 deg./
Check Criteria for a Low -Rise Building:
1. Is h - 60' ? Yes, O.K. 2. Is h - Lesser of L or B?
External Pressure Coefrs., GCpf (Fig. 28.4-1):
(For values, see following wind load tabulations.)
Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. _ -0.18 (negative internal pressure)
h < 15 then: Kh = 2.01*(15/zg)A(2/a) (Table 28.3-1)
h >= 15 then: Kh = 2.01*(z/zg)^(2/a) (Table 28.3-1)
a = 9.50 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.85 (Kh = Kz evaluated at z = h)
rian
Elevation
No, Violation!
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 28.3.2, Eq. 28.3-1)
qh = 24.43 psf qh = 0.00256*Kh*Kzt*Kd *VA 2 (qz evaluated at z = h)
Design Net External Wind Pressures (Sect. 28.4.1):
p = qh*[(GCpf) - (+/-GCpi)] (psf, Eq. 28.4-1)
Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1):
a = 3.00 ft.
2*a = 6.00 ft.
B
The
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 7 of 69
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: A-2o22-oi e2
;kybreak Subdivision
13382
an, Idaho
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B
rface GCpf p = Net Pressures (psf) Surface *GCpf p = Net Pressures (psf
(w/ +GCpi) (w/ -GCpi) (w/ +GCpi) (w/ -GC[
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
0.56
0.21
-0.43
-0.37
---
9.28
0.73
-14.90
-13.44
---
_ 18.08
9.53
-6.11
-4.64
---
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
---
---
---
Zone 1 E
Zone 2E
Zone 3E
Zone 4E
Zone 5E
Zone 6E
0.69
12.46
21.25
Zone 1 E
Zone 2E
Zone 3E
Zone 4E
Zone 5E
Zone 6E
0.27
2.20
10.99
-0.53
-17.34
1 -8.55
-0.48
-16.12
-7.33
---
---
---
---
---
---
0.40
-0.69
-0.37
-0.29
-0.45
-0.45
5.37
-21.25
-13.44
-11.48
14.17
-12.46
-4.64
-2.69
-6.60
-6.60
-15.39
-15.39
0.61
-1.07
-0.53
-0.43
0.61
-0.43
10.50
19.30
-21.74
-8.55
-6.11
19.30
-6.11
-30.54
-17.34
-14.90
10.50
-14.90
'Note: Use roof angle 0 = 0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. = N.A. ft. Zones 2/2E dist. =1 4.00 Ift.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
MWFRS Wind Load for Load Case A, Torsional Case
MWFRS Wind Load for Case B, Torsional Case
Surface
GCpf
p = Net Pressure (psf)
Surface
GCpf
p = Net Pressure (psf)
(w/ +GCpi)
(w/ -GCpi)
(w/ +GCpi)
(w/ -GCpi)
Zone 1T
Zone 2T
---
---
2.32
0.18
-3.73
-3.36
4.52
2.38
-1.53
-1.16
I ---
Zone 1T
Zone 2T
Zone 3T
Zone 4T
Zone 5T
Zone 6T
---
---
1.34
-5.31
_ 3.54
_ -3.11
_ -1.16
_ -0.67
_ -1.65
-1.65
Zone 3T
---
---
---
-3.36
Zone 4T
Zone 5T
Zone 6T
---
---
---
-2.87
---
---
-3.85
-3.85
---
---
---
Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 8 of 69
APPROVED
DATE: 09/26/22
FKE NWKR: —,-
;kybreak Subdivision
13382
an, Idaho
RF()RMANC
Load Case A
Load Case B
Basic Load Cases
Case B Torsi 0
om -
Transverse Direction Longitudinal Direction
Torsional Load Cases
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
j2081)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 9 of 69
Mian,
ybreak Subdivision Engineering: Eduado Pelallo
3382 Checker: Shawn Reeder
, Idaho PERFORMANCE 07/28/2022
ENGINEERS
WIND LOADING ANALYSIS - Wall Components and Cladding
Per ASCE 7-16 Code for Buildings of Any Height
Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)
Input Data:
Wind Speed, V =
Bldg. Classification =
Exposure Category =
Ridge Height, hr =
Eave Height, he =
Building Width =
Building Length =
Roof Type =
Topo. Factor, Kzt =
Direct. Factor, Kd =
Enclosed? (Y/N)
Hurricane Region?
Component Name =
Effective Area, Ae =
115
mph (Wind Map, Figure 26.5-1A-C)
(Table 1.5-1 Risk Category)
(Sect. 26.7)
ft. (hr >= he)
ft. (he - hr)
ft. (Normal to Building Ridge)
ft. (Parallel to Building Ridge)
(Gable or Monoslope)
(Sect. 26.8 & Figure 26.8-1)
(Table 26.6)
(Sect. 28.6-1 & Figure 26.11-1)
(Girt, Siding, Wall, or Fastener)
ft.^2 (Area Tributary to C&C)
II
C
12.83
9
10
8
Gable
1
0.85
Y
N
Wall
27
Resulting Parameters and Coefficients:
Plan
eo
hr
h he
L
Elevation
Roof Angle, 0 = 37.45 deg.
Mean Roof Ht., h = 10.92 ft. (h = (hr+he)/2, for roof angle >10 deg.)
Wall External Pressure Coefficients, GCp:
GCp Zone 4 Pos. =
0.92
(Fig. 30.4-1)
GCp Zone 5 Pos. =
0.92
(Fig. 30.4-1)
GCp Zone 4 Neg. =
-1.02
(Fig. 30.4-1)
GCp Zone 5 Neg. =
-1.25
(Fig. 30.4-1)
Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):
+GCpi Coef. =
0.18
(positive internal pressure)
-GCpi Coef. =
0.18
(negative internal pressure)
If z <= 15 then: Kz =
2.01*(15/zg)A(2/(x) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 30.3-1)
a =
9.50
(Table 26.9-1)
zg =
900
(Table 26.9-1)
Kh =
0.85
(Kh = Kz evaluated at z = h)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 30.3.2, Eq. 30.3-1)
qh = 24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)
Design Net External Wind Pressures (Sect. 30.4 & 30.6):
For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)
For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf)
where: q = qz for windward walls, q = qh for leeward walls and side walls
qi = qh for all walls (conservatively assumed per Sect. 30.6)
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 10 of 69
(E IDI� I.A\ - kybreak Subdivision
J 13382
I
an, Idaho PERFORMANCE
APPROVED ENGINEERS
DATE 09/26/22
FllE NUMBER! A-2
Wind Load Tabulation for Wall Components & Cladding
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
° 0162
mponent
z
(ft.)
Kh
qh
(psf)
p = Net Design Pressures (psf)
Zone 4 (+)
Zone 4 (-)
Zone 5 (+)
Zone 5 (-)
Wall
0
0.85
24.43
26.97
-29.41
26.97
-34.88
For z = hr:
12.83
0.85
24.43
26.97
-29.41
26.97
-34.88
For z = he:
9.00
0.85
24.43
26.97
-29.41
26.97
-34.88
For z = h:
1 10.92
1 0.85
1 24.43
1 26.97
-29.41
26.97
-34.88
Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 5 (end zones), 'a' = 1 3.00 ft.
3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.
4. References : a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02"
by: Kishor C. Mehta and James M. Delahay (2004).
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 11 of 69
(E IDI� I.A\ -
J
kybreak Subdivision
13382
ian, Idaho
APPROVED
DATL 09/26/22
f IlE NUMBER! A-2D22-0162
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Wall Components and Cladding:
Wall Zones for Buildings with h <= 60 ft.
`a'
WALL ELEVATION
Wall Zones for Buildings with h > 60 ft.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 12 of 69
1
CUEIDR IAN kybreak Subdivision
J 13382
an, Idaho PERFORMANCE
APPROVED ENGINEERS
DATE 09/26/22 Force Calculations
FILE NUMBER: ^zozz-oisz
I
z Wind Loading Analysis': Skybreak Monuments Lateral
LOAD CASE 'A'
a = 3.00 feet
2a = 6.00 feet
Z1 = 9.28 psf
Z1 E = 12.46 psf
Z2 = 0.73 psf
Z2E = 2.20 psf
Z3 = -14.90 psf
Z3E = -17.34 psf
Z4 = -13.44 psf
Z4E = -16.12 psf
'A' FACTORED LOADS
0.6*Wr = (Z2 + Z3) * 0.6 = 9.4 psf
0.6*WrE = (Z2E + Z3E) * 0.6 = 11.7 psf
0.6*Ww = (Z1 + Z4) * 0.6 = 13.6 psf
0.6*WwE = (Z1E + Z4E) * 0.6 = 17.1 psf
'B' FACTORED LOADS
0.6*Wr = (Z2 + Z3) * 0.6 = 4.7 psf
0.6*WrE = (Z2E + Z3E) * 0.6 = 7.9 psf
0.6*Ww = (Z1 + Z4) * 0.6 = 10.1 psf
0.6*WwE = (Z1E + Z4E) * 0.6 = 15.2 psf
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
LOAD CASE 'B'
a = 3.00 psf
2a = 6.00 feet
Z1 = 5.37 psf
Z1 E = 10.50 psf
Z2 = -21.25 psf
Z2E = -30.54 psf
Z3 = -13.44 psf
Z3E = -17.34 psf
Z4 = -11.48 psf
Z4E = -14.90 psf
ffiffl Ul®
Ww, WwE
W r,
Wind Upr. Flr wall Wind We Shear, Wind
Wall Force Wall Wall ht line Force Wall ht truss wall line Upper Force
Line(psf) ht ft ft dist. ft +(psf) ft trib ft dist ft + # = (kips)
X1-1
17.85
10
0
5.00 +
12.19
0
0.50
5
+ 0.00 =
0.24
X2-1
17.85
10
0
5.00 +
12.19
0
0.50
5
+ 0.00 =
0.24
X3-1
17.85
10
0
5.00 +
12.19
0
0.50
5
+ 0.00 =
0.24
X4-1
17.85
10
0
5.00 +
12.19
0
0.50
5
+ 0.00 =
0.24
Y1-1
14.95
10
0
16.00 +
10.26
0
0.50
16
+ 0.00 =
0.64
Y2-1
14.95
10
0
16.00 +
10.26
0
0.50
16
+ 0.00 =
0.64
Y3-1
17.15
10
0
6.00 +
11.73
0
0.50
6
+ 0.00 =
0.27
Y4-1
Y5-1
17.15
15.55
10
10
0
0
6.00 +
11.00 +
11.73
10.66
0
0
0.50
0.50
6
11
+ 0.00 =
+ 0.00 =
0.27
0.46
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 13 of 69
CUEIDR IAN kybreak Subdivision
J 13382
ian, Idaho
APPROVED
DATE: 09/26/22
t N U I N t t K J
FILE NUMBER:^-2o210162 ear Force Calculations
ommmmmmmmA Seismic Loading Analysis: Skybreak Monuments Lateral
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
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+ 18
0
0
+ OSB
35.0
10
5.00
.03Wp +
0 =EO.O
Wind
X2-1
17
5
16
+ 18
0
0
+ OSB
35.0
10
5.00
.03Wp +
0 =Wind
X3-1
17
5
6
+ 18
0
0
+ OSB
35.0
10
5.00
.03Wp +
0 =Wind
[Wind
X4-1
17
5
6
+ 18
0
0
+ OSB
35.0
10
5.00
.03Wp +
0 =
Y1-1
17
16
5
+ 18
0
0
+ OSB
35.0
10
16.00
.03Wp +
0 =T
Wind
Y2-1
17
16
5
+ 18
0
0
+ OSB
35.0
10
16.00
.03Wp +
0 =
Wind
Y3-1
17
6
5
+ 18
0
0
+ OSB
35.0
10
6.00
.03Wp +
0 =
Wind
Y4-1
17
6
5
+ 18
0
0
+ OSB
35.0
10
6.00
.03Wp +
0 =
Wind
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 14 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: X1-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
28.00
ft
L =
28.00
ft
Lw
22.00
tt
H =
10.00
tt
H' =
7.00
ft
Vf =
238
Ibs
WDL self—
350
Pit
V'DL above—
168.75
Pit
7/16
in
1/2
in
y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
0.786
'°Oh - H'/H =
0.700
SCAF =
0.81
abase = VI/Lw =
11
Plf
ureq = abase/tiUAI-
13
Pit
OTM =
2,946
lb ft
Shear wall adjustment factor
RM - 203,350 lb ft
r= 0.8397
moo= 0.8092
9 If
13.39
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Resisting moment of total length of wall
Blocking Unit Shear
Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a, 72 " O.C.
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1% 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
(2) Minimum
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
16.00
6
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 15 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: X2-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
28.00
ft
L =
28.00
ft
Lw
22.00
tt
H =
10.00
tt
H' =
7.00
ft
Vf =
238
Ibs
WDL self—
350
Pit
V'DL above—
168.75
Pit
7/16
in
1/2
in
Y
y/n
Y
y/n
y/n
Unit Base Shear
70fh - Lwd L -
0.786
'°Oh - H'/H =
0.700
SCAF =
0.81
abase = VI/Lw =
11
Plf
ureq = abase/tiUAI-
13
Pit
OTM =
2,946
lb ft
Shear wall adjustment factor
RM - 203,350 lb ft
r= 0.8397
moo= 0.8092
9 If
13.39
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Resisting moment of total length of wall
Blocking Unit Shear
Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a, 72 " O.C.
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1% 16 Gage Staples @ 3" O.C.
Blockinq / Nailinq Framing Attachment
"No Blockinq Required"
"Tvp. Gable / Draq Truss or Rim Nailinq"
(2) Minimum
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
16.00
6
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 16 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: X3-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
11.00
ft
L =
11.00
ft
Lw -
11.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
238
Ibs
WDLself-
350
Pit
V'DL above—
113.40
Pit
7/16
in
1/2
in
Y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
22
Pit
ureq = abase/tiUAI-
22
Pit
OTM =
2,384
lb ft
Shear wall adjustment factor
RIM - 28,036 lb ft
r= 1.0000
moo= 1.0000
22 If
21.67
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Resisting moment of total length of wall
Blocking Unit Shear
Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a, 72 " O.C.
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1% 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
(2) Minimum
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
11.00
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 17 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: X4-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
11.00
ft
L =
11.00
ft
Lw -
11.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
238
Ibs
WDLself-
350
Pit
V'DL above—
113.40
Pit
7/16
in
1/2
in
Y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
22
Pit
ureq = abase/tiUAI-
22
Pit
OTM =
2,384
lb ft
Shear wall adjustment factor
RIM - 28,036 lb ft
r= 1.0000
moo= 1.0000
22 If
21.67
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Resisting moment of total length of wall
Blocking Unit Shear
Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a, 72 " O.C.
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1% 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
(2) Minimum
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
11.00
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 18 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y1-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
L,h, -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
639
Ibs
WDL self—
350
Pit
V'DL above—
187.50
Pit
7/16
in
1/2
in
y
y/n
y
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
128
Pit
ureq = abase/tiUAI-
128
Pit
OTM =
6,391
lbft
Shear wall adjustment factor
RIM - 6,719 lbft Resisting moment of total length of wall
r= 1.0000
�D= 1.0000
128 If Blocking Unit Shear
127.81 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
Holdown Ta
T = 472 ]bs Intersecting wall 500
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5.00
Type
Misc
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 19 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y2-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
Lw -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
639
Ibs
WDLself-
350
Pit
V'DL above—
187.50
Pit
7/16
in
1/2
in
y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
128
Pit
ureq = abase/tiUAI-
128
Pit
OTM =
6,391
lbft
Shear wall adjustment factor
RIM - 6,719 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
128 If Blocking Unit Shear
127.81 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
Holdown Ta
T = 472 ]bs Intersecting wall 500
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5.00
Type
Misc
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 20 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERA-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y3-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
L,A, -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
275
Ibs
WDL self—
350
Pit
wDL above—
187.50
Pit
7/16
in
1/2
in
Y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
55
Pit
ureq = abase/tiUAI-
55
Pit
OTM =
2,748
lb ft
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Shear wall adjustment factor
RIM - 6,719 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
55 If Blocking Unit Shear
54.96 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5.00
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 21 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERA-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y4-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
L,A, -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
275
Ibs
WDL self—
350
Pit
wDL above—
187.50
Pit
7/16
in
1/2
in
Y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
55
Pit
ureq = abase/tiUAI-
55
Pit
OTM =
2,748
lb ft
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Shear wall adjustment factor
RIM - 6,719 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
55 If Blocking Unit Shear
54.96 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5.00
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 22 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y5-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
Lw -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
457
Ibs
WDLself-
350
Pit
wDL above—
28125
pit
7/16
in
1/2
in
Y
y/n
Y
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
91
Plf
ureq = abase/tiUAI-
91
Plf
OTM =
4,569
lbft
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Shear wall adjustment factor
RM - 7,891 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
91 If Blocking Unit Shear
91.39 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
T = Not Req'd ]bs
OSB Wall Sheathinq attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 23 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: Y6-1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
5.00
ft
L =
5.00
ft
L,h, -
5.00
tt
H =
10.00
tt
H' =
0.00
ft
Vf =
457
Ibs
WDL self—
350
Pit
wDL above—
28125
pit
7/16
in
1/2
in
Y
y/n
Y
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
91
Plf
ureq = abase/tiUAI-
91
Plf
OTM =
4,569
lbft
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Shear wall adjustment factor
RM - 7,891 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
91 If Blocking Unit Shear
91.39 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 60 " O.C. (2) Minimum
T = Not Req'd ]bs
OSB Wall Sheathinq attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
5
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 24 of 69
CUEIDR IAN kybreak Subdivision
J 13382
an, Idaho PERFORMANCE
APPROVED ENGINEERS
DATE 09/26/22 Force Calculations
FILE NUMBER:^-D210is2 Wind Loading Analysis': FGaurd Shack Lateral
LOAD CASE 'A'
a = 3.00 feet
2a = 6.00 feet
Z1 = 9.28 psf
Z1 E = 12.46 psf
Z2 = 0.73 psf
Z2E = 2.20 psf
Z3 = -14.90 psf
Z3E = -17.34 psf
Z4 = -13.44 psf
Z4E = -16.12 psf
'A' FACTORED LOADS
0.6*Wr = (Z2 + Z3) * 0.6 = 9.4 psf
0.6*WrE = (Z2E + Z3E) * 0.6 = 11.7 psf
0.6*Ww = (Z1 + Z4) * 0.6 = 13.6 psf
0.6*WwE = (Z1E + Z4E) * 0.6 = 17.1 psf
'B' FACTORED LOADS
0.6*Wr = (Z2 + Z3) * 0.6 = 4.7 psf
0.6*WrE = (Z2E + Z3E) * 0.6 = 7.9 psf
0.6*Ww = (Z1 + Z4) * 0.6 = 10.1 psf
0.6*WwE = (Z1E + Z4E) * 0.6 = 15.2 psf
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
LOAD CASE 'B'
a = 3.00 psf
2a = 6.00 feet
Z1 = 5.37 psf
Z1 E = 10.50 psf
Z2 = -21.25 psf
Z2E = -30.54 psf
Z3 = -13.44 psf
Z3E = -17.34 psf
Z4 = -11.48 psf
Z4E = -14.90 psf
mMm
Ww, WwE
W r,
Wind Upr. Flr wall Wind We Shear, Wind
Wall Force Wall Wall ht line Force Wall ht truss wall line Upper Force
Line(psf) ht ft ft dist. ft +(psf) ft trib ft dist ft + # = (kips)
3
15.74
9
0
10.00 +
10.79
0
3.83
10
+ 0.00 =
0.56
4
15.74
6.5
0
10.00 +
10.79
0
3.83
10
+ 0.00 =
1 0.46
1
16.27
9
0
8.00 +
11.14
0
3.83
8
+ 0.00 =
0.46
2
16.27
9
0
8.00 +
11.14
0
3.83
8
+ 0.00 =
0.46
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 25 of 69
kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22
t N U I N t t K J
EiEENUMBER: ^2022--2 ear Force Calculations
ommmmmmummt Seismic Loading Analysis: Gaurd Shack Lateral
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
C:
v
a
Cn
J
>
>
J
>
>
J
Q-
p
(0
(B
p
(0
(9
—
—
— _�
Q p)
N N to
d i Q
r rr
c>a
p
p
>N
c>0
>N p
N C
Lj
L Q Y
t O Y
c0 O
�
Q
Q
+
LL
Q
Q
+
>
>
> 2
d
+
U
II
N LL ..
J U
3
17
10
8
+ 18
0
0
+ OSB
12.0
9
10.00
.03Wp +
0 =
0.06
Wind
4
17
10
8
+ 18
0
0
+ OSB
12.0
6.5
10.00
.03Wp +
0 =
0.05
Wind
X3-1
17
20
20
+ 18
0
0
+ OSB
12.0
9
20.00
.03Wp +
0 =
0.18
Wind
1
X4-1
17
20
20
+ 18
0
0
+ OSB
12.0
9
20.00
.03Wp +
0 =
0.18
Wind
1
17
8
10
+ 18
0
0
+ OSB
12.0
9
8.00
.03Wp +
0 =T01
Wind
2
17
8
10
+ 18
0
0
+ OSB
12.0
9
8.00
.03Wp +
0 =
Wind
Y3-1
17
20
20
+ 18
0
0
+ OSB
12.0
9
20.00
.03Wp +
0 =
Wind
Y4-1
17
20
20
+ 18
0
0
+ OSB
12.0
9
20.00
.03Wp +
0 =
Wind
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 26 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: 3 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
8.00
ft
L =
8.00
ft
Lw
8.00
tt
H =
9.00
tt
H' =
0.00
ft
V, =
561
Ibs
WDLself—
108
Pit
wDL above -
40 80
Pit
7/16
in
1/2
in
y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
70
Pit
ureq = abase/tiUAI-
70
Pit
OTM =
5,047
lb ft
Shear wall adjustment factor
RIM = 4,762 lbft Resisting moment of total length of wall
r= 1.0000
�D= 1.0000
70 If Blocking Unit Shear
70.10 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 72 " O.C. (2) Minimum
Holdown Ta
T = 274 ]bs Intersecting wall 500
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.57 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
8.00
Type
Misc
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 27 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERA-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: 4 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
8.00
ft
L =
8.00
ft
Lw
8.00
tt
H =
6.50
tt
H' =
0.00
ft
Vf =
462
Ibs
WDL self—
78
Pit
wDL above—
40.80
Pit
7/16
in
1/2
in
y
y/n
N
y/n
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
58
Pit
ureq = abase/SLAT
58
Pit
OTM =
3,006
lb ft
Shear wall adjustment factor
RIM - 3,802 lbft Resisting moment of total length of wall
r= 1.0000
moo= 1.0000
58 If Blocking Unit Shear
57.80 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 72 " O.C. (2) Minimum
Holdown Ta
T = 91 lbs Intersecting wall 500
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailinq Framing Attachment
"Tvp. Gable / Draq Truss or Rim Nailinq"
Min Shear Wall Segment: 1.86 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
8.00
Type
Misc
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 28 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -oisz
;kybreak Subdivision
13382
an, Idaho
Description: 1 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
10.00
ft
L =
10.00
ft
7.34
tt
H =
g.00
tt
H' =
6.67
ft
Vf =
464
Ibs
WDL self—
108
Pit
wDL above—
40.80
Pit
7/16
in
1/2
in
y
y/n
y
y/n
N
y/n
Unit Base Shear
0fh - Dw+D -
0.734
!ooh - H'/H =
0.741
SCAF =
0.75
abase = VI/Lw =
63
Pit
ureq = abase/tiUAI-
84
Pit
OTM =
5,529
lb ft
Shear wall adjustment factor
RIM - 7,440 lbft Resisting moment of total length of wall
r= 0.7883
�D= 0.7545
46 If Blocking Unit Shear
83.70 Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a), 72 " O.C. (2) Minimum
Holdown Ta
T = 145 lbs Intersecting wall 500
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1'/2 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
Min Shear Wall Segment: 2.57 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
3.67
3.67
Type
Misc
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 29 of 69
�j(E IDS IAN,—
APPROVED
DATE 09/26/22
FILE NUMBERn-zo -0162
;kybreak Subdivision
13382
an, Idaho
Description: 2 Shear Wall
Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC
Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems".
Shear Watt Forces
10.00
ft
L =
10.00
ft
Lw -
10.00
tt
H =
9.00
tt
H' =
0.00
ft
V, =
464
Ibs
WDLself-
108
Pit
`/"DL above -
40 80
Pit
7/16
in
1/2
in
y
y/n
y/n
N
y/n
Unit Base Shear
70fh - Lwd L -
1.000
'°Oh - H'/H =
0.000
SCAF =
1.00
abase = VI/Lw =
46
Pit
ureq = abase/tiUAI-
46
Pit
OTM =
4,172
lb ft
Shear wall adjustment factor
RIM = 7,440 lb ft
r= 1.0000
�D= 1.0000
46 If
46.35
Total length of wall
Total length of shear wall
Total length of full height segments
height of shear wall
Maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Prefered Gyp thickness
Wall Connected to Concrete
Wall Connected to Truss or Joist
Wall Connected to Gable / Drag Truss or Rim
Percent of full height segments
Percent of maximum opening height
Shear capacity adjustment factors (NDS SDPWS Table )
Unit base shear
Effective unit base shear
Overturning moment of total length of wall
Resisting moment of total length of wall
Blocking Unit Shear
Force Calculated
Shear Transfer to Concrete:
1/2 Anchor Bolts (a, 72 " O.C.
T = Not Req'd ]bs
OSB Wall Sheathing attachment
Provide: 7/16" OSB W/ 8d Nails @ 6" O.C.
OR: 7/16" OSB W/ 1% 16 Gage Staples @ 3" O.C.
Blockinq / Nailing Framing Attachment
"No Blockinq Required"
(2) Minimum
Min Shear Wall Segment: 2.57 ft
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
SHEARWAL
L
SEGMENTS
10.00
Va= 336
W1
Va= 434
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 30 of 69
kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 a r Wall
uild:20.22.6.12
riff NUM9ERA2o22-o, ez
Gaurd shack column
Code References
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Wall Material MASONRY
Total Wall Height
Base Wall Length
R: Resp. Mod Factor
le: Seismic Import. Factor
Wall Data
fm
1.50 ksi
Block Class
3.333 ft Fy - Rebar
60.0 ksi
Concrete Density 150.0 pcf
2.0 ft Fy - HJR
70.0 ksi
Min. Bending As % 0.00180
Ern
3,120.0 ksi
1.0 Phi - Shear
0.80
Phi : Axial & Flexure 0.90
Bottom
Analysis Height
0.00 ft
Wall Offset
( datum ) ft
Wall Length
2.0 ft
Effective Length 'd'
16.0 in
Nominal Block Thickness
8 in
Solid Grout? Solid
Grouted
Reinforcing in Field of Wall
Vertical Bar Size #
5
Vertical Bar Spacing
24 in
Horiz. joint reinf. area (HJR)
0.55 in
HJR Spacing
24 in
Bond beam reinf. area
0.4 in
Spacing of bond beams
48 in
In each chord cell:
Vertical rebar size #
4
# Chord Cells @ Each End 2
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 31 of 69
CUEIDR IAN
kybreak Subdivision
J
13382
ian, Idaho
APPROVED
DATE 09/26/22
a r Wall
FILE NUM[�ER:^zszz-oisz
uild:20.22.6.12
Gaurd shack column
Wall Sketch
Applied Distributed Vertical Loads
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
Load Location (ft) Load Magnitude (kips)
Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load
0.0 2.0
3.333
0.0950 0.0 0.0 0.0 0.0
Applied Concentrated Lateral
Loads
Load Magnitude (kips)
Load "Y" Location
(ft) Dead Load
Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load
3.330
0.0
0.0 0.0 0.60 0.0 0.0
SHEAR ANALYSIS
Bottom Level
Special Boundary
Elements Req'd?
Not Req'd
Vu : Story Shear
0.60 k
for Load Combination
+1.20D+W
Controlling Mu/(Vud)
1.00
Vn Masonry
16.162 k
Vn Steel
20.20 k
Vn Masonry + Vn Steel
36.362 k
Vn Max
28.257 k
Phi Vn
22.606 k
Ratio: Vu/PhiVn (controlling)
0.02654
Vertical As — Av/3
OK
Vertical Bar Spacing — 96"
OK
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 32 of 69
IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 a r Wall
I11[NUMBERA-2D22- sz
uild:20.22.6.12
Gaurd shack column
AXIAL ANALYSIS
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
Bottom Level
H / d Ratio
2.50
Pu
1.069 k
for Load Combination
+1.401D
Phi Pn
+1.401D k
Ratio: Pu/PhiPn (controlling)
0.004411
BENDING ANALYSIS
Bottom Level
"a" : Flexural compression
2.62 in
Length of defined chord zone
Is - the ..a., almenslon or the
OK
masonry (the compression zone)
"T : Eff depth to tension reinf
16.0
As -flex < As -max ?
400 <= 1.081
Mu
1.998 k
for Load Combination
+1.20D+W
Phi Mn
26.439 k
Ratio: Mu/PhiMn (controlling)
0.07557
Force Summary
Load Combination
Values for Wall section
Wall Level
Vu (k)
Mu (k)
+1.40D
Wall Level: 1
+1.20D
Wall Level: 1
+1.20D+0.50W
Wall Level: 1
0.300
0.999
+1.20D+W
Wall Level: 1
0.600
1.998
+1.20D+E
Wall Level: 1
+0.90D+W
Wall Level: 1
0.600
1.998
+0.90D+E
Wall Level: 1
Resultant
Overturning
Uplift
(k)
Pu (k)
Ecc (ft)
Ratio
Left
Right
1.069
0.916
0.916
1.091
0.802
0.490
0.490
0.916
2.181
0.401
1.240
1.240
0.916
0.687
2.909
0.373
1.197
1.197
0.687
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 33 of 69
IDIAN> kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE:
09/26/22 ar Wall Project File: 05 beams 2022-13486 Blackrock Homes - Impressive Ri.EC6
IiiErlut�fBER ^�����,sz
uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
CMU WALL Gate Column Lateral
Code References
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Wall Material MASONRY
fm
Total Wall Height
6.0 ft
Fy - Rebar
Base Wall Length
3.0 ft
Fy - HJR
R: Resp. Mod Factor
Ern
le: Seismic Import. Factor
1.0
Phi - Shear
Wall Data
Bottom
Analysis Height
0.00 ft
Wall Offset
( datum ) ft
Wall Length
3.0 ft
Effective Length 'd'
28.0 in
Nominal Block Thickness
8 in
Solid Grout? Partial Groute
Reinforcing in Field of Wall
Vertical Bar Size #
5
Vertical Bar Spacing
16 in
Horiz. joint reinf. area (HJR)
0.55 in
HJR Spacing
48 in
Bond beam reinf. area
0.4 in
Spacing of bond beams
48 in
In each chord cell:
Vertical rebar size #
5
# Chord Cells @ Each End 2
1.50 ksi
Block Class
60.0 ksi
Concrete Density 150.0 pcf
70.0 ksi
Min. Bending As % 0.00180
3,120.0 ksi
0.80
Phi : Axial & Flexure 0.90
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 34 of 69
�E IDIAN>
APPROVED
DATE: 09/26/22
i 11[ NUMBER! ^-zo2-162
Wall Sketch
*ybreak Subdivision
13382
an, Idaho
Wall
Rrnpmr
CMU WALL Gate Column Lateral
SHEAR ANALYSIS
Bottom Level
Special Boundary
Elements Req'd?
Not Req'd
Vu : Story Shear
0.1820 k
for Load Combination
+1.401D
Controlling Mu/(Vud)
1.00
Vn Masonry
23.740 k
Vn Steel
18.750 k
Vn Masonry + Vn Steel
42.490 k
Vn Max
30.953 k
Phi Vn
24.762 k
Ratio: Vu/PhiVn (controlling)
0.007350
Vertical As — Av/3
OK
Vertical Bar Spacing — 96"
OK
AXIAL ANALYSIS
Bottom Level
H / d Ratio
2.57
Pu
2.103 k
for Load Combination
+1.401D
Phi Pn
+1.401D k
Ratio: Pu/PhiPn (controlling)
0.006362
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13486 Blackrock Homes - Impressive Ri.EC6
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 35 of 69
IDIAN> kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE:
09/26/22 ar Wall Project File: 05 beams 2022-13486 Blackrock Homes - Impressive Ri.EC6
uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
liiENUM(4fR ^������s�
CMU WALL Gate Column Lateral
BENDING ANALYSIS
"a" : Flexural compression
Length of defined chord zone
Is - me ..a., almenslon or me
masonry (the compression zone)
"T : Eff depth to tension reinf
As -flex < As -max ?
Mu
for Load Combination
Phi Mn
Ratio: Mu/PhiMn (controlling)
Force Summary
Load Combination
Wall Level
Bottom Level
4.07 in
OK
28.0
620 <= 1.892
1.092 k
+1.40D
72.449 k
0.01507
Values for Wall section
Vu (k) Mu (k)
+1.40D
Wall Level:
1 0.182
1.092
+1.20D
Wall Level:
1 0.156
0.936
+1.20D+0.50S
Wall Level:
1 0.156
0.917
+1.20D+1.60S
Wall Level:
1 0.156
0.876
+1.20D+0.70S+E
Wall Level:
1 0.156
0.910
+0.90D
Wall Level:
1 0.117
0.702
+0.90D+E
Wall Level:
1 0.117
0.702
Pu (k)
2.103
1.802
1.815
1.842
1.820
1.352
1.352
Resultant
Overturning Uplift (k)
Ecc (ft)
Ratio Left Right
0.519
2.063
0.519
2.407
0.505
2.447
0.475
2.535
0.500
2.463
0.519
3.209
0.519
3.209
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 36 of 69
CUEIDR IAN
kybreak Subdivision
J
13382
ian, Idaho
APPROVED
DATE o9i26i22
M
a zszz-oi sz
EIIE NUMBEA: -
uild:20.22.6.12
Skybreak monument
CODE REFERENCES
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set:
IBC 2018
Material Properties
fc =
2.50 ksi Phi Values Flexure : 0.90
fr = fc �2 ' 7.50 =
375.0 psi Shear: 0.750
W Density =
145.0 pcf R 1 = 0.850
k LtWt Factor =
1.0
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi
E -Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3
Number of Resisting Legs Per Stirrup = 2
(0.12_E
5.0 ft
24"wx5" h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 24.0 in, Heiqht = 5.0 in
Span #1 Reinforcinq....
244 at 2.0 in from Bottom, from 0.0 to 5.0 ft in this span
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : S = 0.0250 ksf, Tributary Width = 5.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
MnPhi: Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.217 : 1
Typical Section
1.078 k-ft
4.976 k-ft
2.495 ft
Span # 1
0.002 in
Ratio =
26649 > 360.0
0.000 in
Ratio =
0 <360.0
0.004 in
Ratio =
13550 > 180.0
0.000 in
Ratio =
0 <180.0
S Only
S Only
Span: 1:+D+S
Span: 1:+D+S
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
0.615 0.615
Overall MlNimum
0.181 0.181
D Only
0.302 0.302
�n�(Z
n a1G n air,
+Q.)A,789)040
0.5361102 NDPJMKLIN BLVD, NAMPA, ID 83687 Page 37 of 69
+0.60D
0.181 0.181
S Only
0.313 0.312
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE
09/26/22 M Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILENUMBER: Az�z2-2 uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
Skybreak monument
Detailed Shear Information
Span Distance 'd'
Vu
(k)
Mu
d*Vu/Mu
Phi*Vc
Comment
Phi*Vs
Phi*Vn Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'(Suggest
+1.20D+1.60S
1
0.00
3.00
0.86
0.86
0.00
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
0.05
3.00
0.84
0.84
0.05
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
0.11
3.00
0.82
0.82
0.09
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
0.16
3.00
0.81
0.81
0.14
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
0.22
3.00
0.79
0.79
0.18
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
0.27
3.00
0.77
0.77
0.22
0.86
5.78
Vu < PhiVc/2
A Reqd 9.E
5.8
0.0
0.0
+1.20D+1.60S
1
0.33
3.00
0.75
0.75
0.26
0.71
5.66
Vu < PhiVc/2
A Reqd 9.E
5.7
0.0
0.0
+1.20D+1.60S
1
0.38
3.00
0.73
0.73
0.30
0.60
5.58
Vu < PhiVc/2
A Reqd 9.E
5.6
0.0
0.0
+1.20D+1.60S
1
0.44
3.00
0.71
0.71
0.34
0.52
5.52
Vu < PhiVc/2
A Reqd 9.E
5.5
0.0
0.0
+1.20D+1.60S
1
0.49
3.00
0.69
0.69
0.38
0.45
5.47
Vu < PhiVc/2
A Reqd 9.E
5.5
0.0
0.0
+1.20D+1.60S
1
0.55
3.00
0.67
0.67
0.42
0.40
5.43
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
0.60
3.00
0.66
0.66
0.46
0.36
5.40
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
0.66
3.00
0.64
0.64
0.49
0.32
5.37
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
0.71
3.00
0.62
0.62
0.53
0.29
5.35
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
0.77
3.00
0.60
0.60
0.56
0.27
5.33
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
0.82
3.00
0.58
0.58
0.59
0.25
5.31
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
0.87
3.00
0.56
0.56
0.62
0.23
5.30
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
0.93
3.00
0.54
0.54
0.65
0.21
5.29
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
0.98
3.00
0.52
0.52
0.68
0.19
5.27
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
1.04
3.00
0.50
0.50
0.71
0.18
5.26
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
1.09
3.00
0.49
0.49
0.74
0.16
5.25
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
1.15
3.00
0.47
0.47
0.76
0.15
5.24
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.20
3.00
0.45
0.45
0.79
0.14
5.24
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.26
3.00
0.43
0.43
0.81
0.13
5.23
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.31
3.00
0.41
0.41
0.83
0.12
5.22
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.37
3.00
0.39
0.39
0.86
0.11
5.22
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.42
3.00
0.37
0.37
0.88
0.11
5.21
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.48
3.00
0.35
0.35
0.90
0.10
5.20
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.53
3.00
0.33
0.33
0.92
0.09
5.20
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.58
3.00
0.32
0.32
0.93
0.08
5.19
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.64
3.00
0.30
0.30
0.95
0.08
5.19
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.69
3.00
0.28
0.28
0.97
0.07
5.18
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.75
3.00
0.26
0.26
0.98
0.07
5.18
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.80
3.00
0.24
0.24
0.99
0.06
5.18
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.86
3.00
0.22
0.22
1.01
0.05
5.17
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.91
3.00
0.20
0.20
1.02
0.05
5.17
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
1.97
3.00
0.18
0.18
1.03
0.04
5.16
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
2.02
3.00
0.16
0.16
1.04
0.04
5.16
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
2.08
3.00
0.15
0.15
1.05
0.03
5.16
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
2.13
3.00
0.13
0.13
1.05
0.03
5.15
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
2.19
3.00
0.11
0.11
1.06
0.03
5.15
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.24
3.00
0.09
0.09
1.07
0.02
5.15
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.30
3.00
0.07
0.07
1.07
0.02
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.35
3.00
0.05
0.05
1.07
0.01
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.40
3.00
0.03
0.03
1.08
0.01
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.46
3.00
0.01
0.01
1.08
0.00
5.13
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.51
3.00
-0.00
0.00
1.08
0.00
5.13
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.57
3.00
-0.02
0.02
1.08
0.01
5.13
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.62
3.00
-0.04
0.04
1.08
0.01
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.68
3.00
-0.06
0.06
1.07
0.01
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.73
3.00
-0.08
0.08
1.07
0.02
5.14
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.79
3.00
-0.10
0.10
1.06
0.02
5.15
Vu < PhiVc/2
A Reqd 9.E
5.1
0.0
0.0
+1.20D+1.60S
1
2.84
3.00
-0.12
0.12
1.06
0.03
5.15
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
�1 Onn�l ane
1
I
2.90
or
3.00
Q nn
-0.14
n iF
0.14
n 1a
1.05
I nn
0.03
n nn
5.15
G iF
Vu < PhiVc/2
A Reqd 9.E
+ o., 1 o F
5.2
G
0.0
n n
0.0
n n
+1(20ED)1T%0840
1
3.01
3.001102-N.FRANIOLIN BLVD,*AMPA,OD 836U-16
Vu < PhiVc/2
A Reqd gl�age 8?
.2of 690.0
0.0
+1.20D+1.60S
1
3.06
3.00
-0.19
0.19
1.02
0.05
5.17
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.11
3.00
-0.21
0.21
1.01
0.05
5.17
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
CUEIDR IAN
kybreak Subdivision
J
13382
ian, Idaho
APPROVED
DATE 09/26/22
M
FIEENUM[.ER:^-����-Diaz
uild:20.22.6.12
Skybreak monument
Detailed Shear
Information
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Span Distance 'd'
Vu
(k)
Mu
d*Vu/Mu
Phi*Vc
Comment
Phi*Vs
Phi*Vn Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'(Suggest
+1.20D+1.60S
1
3.17
3.00
-0.23
0.23
1.00
0.06
5.17
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.22
3.00
-0.25
0.25
0.99
0.06
5.18
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.28
3.00
-0.27
0.27
0.97
0.07
5.18
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.33
3.00
-0.29
0.29
0.96
0.07
5.19
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.39
3.00
-0.31
0.31
0.94
0.08
5.19
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.44
3.00
-0.33
0.33
0.92
0.09
5.20
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.50
3.00
-0.34
0.34
0.91
0.09
5.20
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.55
3.00
-0.36
0.36
0.89
0.10
5.21
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.61
3.00
-0.38
0.38
0.87
0.11
5.21
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.66
3.00
-0.40
0.40
0.85
0.12
5.22
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.72
3.00
-0.42
0.42
0.82
0.13
5.23
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.77
3.00
-0.44
0.44
0.80
0.14
5.23
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.83
3.00
-0.46
0.46
0.78
0.15
5.24
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.88
3.00
-0.48
0.48
0.75
0.16
5.25
Vu < PhiVc/2
A Reqd 9.E
5.2
0.0
0.0
+1.20D+1.60S
1
3.93
3.00
-0.49
0.49
0.72
0.17
5.26
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
3.99
3.00
-0.51
0.51
0.70
0.18
5.27
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.04
3.00
-0.53
0.53
0.67
0.20
5.28
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.10
3.00
-0.55
0.55
0.64
0.22
5.29
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.15
3.00
-0.57
0.57
0.61
0.23
5.31
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.21
3.00
-0.59
0.59
0.58
0.26
5.32
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.26
3.00
-0.61
0.61
0.54
0.28
5.34
Vu < PhiVc/2
A Reqd 9.E
5.3
0.0
0.0
+1.20D+1.60S
1
4.32
3.00
-0.63
0.63
0.51
0.31
5.36
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
4.37
3.00
-0.65
0.65
0.47
0.34
5.39
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
4.43
3.00
-0.66
0.66
0.44
0.38
5.41
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
4.48
3.00
-0.68
0.68
0.40
0.43
5.45
Vu < PhiVc/2
A Reqd 9.E
5.4
0.0
0.0
+1.20D+1.60S
1
4.54
3.00
-0.70
0.70
0.36
0.48
5.49
Vu < PhiVc/2
A Reqd 9.E
5.5
0.0
0.0
+1.20D+1.60S
1
4.59
3.00
-0.72
0.72
0.32
0.56
5.55
Vu < PhiVc/2
A Reqd 9.E
5.5
0.0
0.0
+1.20D+1.60S
1
4.64
3.00
-0.74
0.74
0.28
0.65
5.62
Vu < PhiVc/2
A Reqd 9.E
5.6
0.0
0.0
+1.20D+1.60S
1
4.70
3.00
-0.76
0.76
0.24
0.78
5.71
Vu < PhiVc/2
A Reqd 9.E
5.7
0.0
0.0
+1.20D+1.60S
1
4.75
3.00
-0.78
0.78
0.20
0.96
5.85
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
4.81
3.00
-0.80
0.80
0.16
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
4.86
3.00
-0.82
0.82
0.11
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
4.92
3.00
-0.83
0.83
0.07
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
+1.20D+1.60S
1
4.97
3.00
-0.85
0.85
0.02
1.00
5.88
Vu < PhiVc/2
A Reqd 9.E
5.9
0.0
0.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment
Location (ft)
Span # along Beam
Bending Stress Results ( k-ft )
Mu: Max Phi*Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
5.000
1.08
4.98
0.22
+1.40D
Span # 1
1
5.000
0.53
4.98
0.11
+1.20D
Span # 1
1
5.000
0.45
4.98
0.09
+1.20D+0.50S
Span # 1
1
5.000
0.65
4.98
0.13
+1.20D+1.60S
Span # 1
1
5.000
1.08
4.98
0.22
+1.20D+0.70S
Span # 1
1
5.000
0.73
4.98
0.15
+0.90D
Span # 1
1
5.000
0.34
4.98
0.07
Overall Maximum Deflections
Load Combination Span Max. "" DO (in) -ocation in Span (ft Load Combination Max. "+" Defl (in)ocation in Span (ft
+D+S 1 0.0044 2.500 0.0000 0.000
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 39 of 69
CUEIDR IAN
APPROVED
EA1E 09/26/22
FILE NUMBER: A-2o22--2
;kybreak Subdivision
13382
an, Idaho
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
m Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
u (c) ENERCALC INC 1983-2022
Concrete Cap max. 2' Span
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
fc =
2.50 ksi
Phi Values
Flexure : 0.90
fr = fc �2 '7.50
= 375.0 psi
Shear: 0.750
y, Density
= 145.0 pcf
R 1 =
0.850
a LtWt Factor
= 1.0
Elastic Modulus =
3,122.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Rebar =
60.0 ksi
E - Stirrups =
29,000.0 ksi
E -Main Rebar =
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
75)
2.0
Cross Section & Reinforcing Details
Rectanqular Section, Width = 24.0 in, Heiqht = 3.50 in
Span #1 Reinforcinq....
344 at 1.50 in from Bottom, from 0.0 to 2.0 ft in this span
Beam self weight calculated and added to loads
Point Load : S = 0.750 k @ 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.146 : 1
Section used for this span
Typical Section
Mu: Applied
0.6497 k-ft
Mn * Phi: Allowable
4.447 k-ft
Location of maximum on span
1.002 ft
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in
Ratio =
0 <360.0
S Only
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360.0
S Only
Max Downward Total Deflection
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
Max Upward Total Deflection
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
Vertical Reactions
Support notation
: Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
0.460 0.460
Overall MINimum
0.051 0.051
D Only
0.085 0.085
+D+S
7cnc
0.460 0.460
n occ n occ
+Q7 075-0040
0.0511102 NOEMNKLIN BLVD, NAMPA, ID 83687 Page 40 of 69
S Only
0.375 0.375
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
osizsizz
DATE M Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILENUMBER: A-2Diaz Concrete Cap max. 2' Span (c) ENERCALC INC 1983-2022
6= -F
Detailed Shear Information
Span Distance 'd'
Vu
(k)
Mu
d"Vu/Mu
Phi'Vc
Comment
Phi"Vs
Phi'Vn Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'Suggest
+1.20D+1.60S
1
0.00
2.00
0.70
0.70
0.00
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.02
2.00
0.70
0.70
0.02
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.04
2.00
0.70
0.70
0.03
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.07
2.00
0.69
0.69
0.05
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.09
2.00
0.69
0.69
0.06
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.11
2.00
0.69
0.69
0.08
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.13
2.00
0.69
0.69
0.09
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.15
2.00
0.69
0.69
0.11
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.17
2.00
0.68
0.68
0.12
0.94
4.48
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
0.20
2.00
0.68
0.68
0.14
0.83
4.36
Vu < PhiVc/2
A Reqd 9.E
4.4
0.0
0.0
+1.20D+1.60S
1
0.22
2.00
0.68
0.68
0.15
0.75
4.26
Vu < PhiVc/2
A Reqd 9.E
4.3
0.0
0.0
+1.20D+1.60S
1
0.24
2.00
0.68
0.68
0.17
0.68
4.19
Vu < PhiVc/2
A Reqd 9.E
4.2
0.0
0.0
+1.20D+1.60S
1
0.26
2.00
0.67
0.67
0.18
0.62
4.12
Vu < PhiVc/2
A Reqd 9.E
4.1
0.0
0.0
+1.20D+1.60S
1
0.28
2.00
0.67
0.67
0.20
0.57
4.07
Vu < PhiVc/2
A Reqd 9.E
4.1
0.0
0.0
+1.20D+1.60S
1
0.31
2.00
0.67
0.67
0.21
0.53
4.02
Vu < PhiVc/2
A Reqd 9.E
4.0
0.0
0.0
+1.20D+1.60S
1
0.33
2.00
0.67
0.67
0.22
0.50
3.98
Vu < PhiVc/2
A Reqd 9.E
4.0
0.0
0.0
+1.20D+1.60S
1
0.35
2.00
0.67
0.67
0.24
0.46
3.94
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
0.37
2.00
0.66
0.66
0.25
0.44
3.91
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
0.39
2.00
0.66
0.66
0.27
0.41
3.88
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
0.42
2.00
0.66
0.66
0.28
0.39
3.86
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
0.44
2.00
0.66
0.66
0.30
0.37
3.83
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
0.46
2.00
0.65
0.65
0.31
0.35
3.81
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
0.48
2.00
0.65
0.65
0.33
0.33
3.80
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
0.50
2.00
0.65
0.65
0.34
0.32
3.78
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
0.52
2.00
0.65
0.65
0.35
0.31
3.76
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
0.55
2.00
0.65
0.65
0.37
0.29
3.75
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.57
2.00
0.64
0.64
0.38
0.28
3.74
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.59
2.00
0.64
0.64
0.40
0.27
3.72
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.61
2.00
0.64
0.64
0.41
0.26
3.71
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.63
2.00
0.64
0.64
0.42
0.25
3.70
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.66
2.00
0.63
0.63
0.44
0.24
3.69
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.68
2.00
0.63
0.63
0.45
0.23
3.68
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.70
2.00
0.63
0.63
0.47
0.23
3.67
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.72
2.00
0.63
0.63
0.48
0.22
3.67
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.74
2.00
0.63
0.63
0.49
0.21
3.66
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.77
2.00
0.62
0.62
0.51
0.21
3.65
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
0.79
2.00
0.62
0.62
0.52
0.20
3.64
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.81
2.00
0.62
0.62
0.53
0.19
3.64
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.83
2.00
0.62
0.62
0.55
0.19
3.63
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.85
2.00
0.61
0.61
0.56
0.18
3.63
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.87
2.00
0.61
0.61
0.57
0.18
3.62
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.90
2.00
0.61
0.61
0.59
0.17
3.61
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.92
2.00
0.61
0.61
0.60
0.17
3.61
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.94
2.00
0.61
0.61
0.61
0.16
3.60
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.96
2.00
0.60
0.60
0.63
0.16
3.60
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
0.98
2.00
0.60
0.60
0.64
0.16
3.60
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.01
2.00
-0.60
0.60
0.65
0.15
3.59
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.03
2.00
-0.60
0.60
0.63
0.16
3.60
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.05
2.00
-0.60
0.60
0.62
0.16
3.60
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.07
2.00
-0.61
0.61
0.61
0.17
3.61
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.09
2.00
-0.61
0.61
0.59
0.17
3.61
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.11
2.00
-0.61
0.61
0.58
0.18
3.62
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.14
2.00
-0.61
0.61
0.57
0.18
3.62
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
+1.20D+1.60S
1
1.16
2.00
-0.62
0.62
0.55
0.19
3.63
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
I BLV�, 4MP�, Q 8368
tof 690.0
1
1.20
2.001102_�l.§FANFbL
64
Vu < PhiVc/2
A Reqd 9Page
0.0
+1.20D+1.60S
1
1.22
2.00
-0.62
0.62
0.51
0.20
3.65
Vu < PhiVc/2
A Reqd 9.E
3.6
0.0
0.0
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE
09/26/22 Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILE NUMBER: Az�z2- 2 uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
shack access door header (max. 3')
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method :
Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination:
IBC 2018
Fb -
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species
DouglasFir-Larch
Fc - Perp
625.0 psi
Wood Grade
No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
2-2x8
Span = 3.0 ft
pplied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 5.330 ft, (Roof)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.093 1
Maximum Shear Stress Ratio =
0.067 : 1
Section used for this span
2.2x8
Section used for this span
2-2x8
fb: Actual =
114.99 psi
fv: Actual =
13.86 psi
Fb: Allowable =
1,242.00psi
Fv: Allowable =
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
1.500ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.002 in
Ratio =
22465 > 360
Span: 1 : S Only
Max Upward Transient Deflection
0 in
Ratio =
0 <360
n/a
Max Downward Total Deflection
0.003 in
Ratio =
13372 > 180
Span: 1 : +D+S
Max Upward Total Deflection
0 in
Ratio =
0 <180
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Ivlax
btress E<atlos
moment
values
bnear
vaiues
Segment Length
Span #
M
V
Cd CFN
Ci
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 3.0 ft
1
0.048
0.035
0.90 1.200
1.00
1.00
1.00
1.00
1.00
0.10
46.54
972.00
0.08
5.61
162.00
+D+S
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.0 ft
1
0.093
0.067
1.15 1.200
1.00
1.00
1.00
1.00
1.00
0.25
114.99
1242.00
0.20
13.86
207.00
+D+0.750S
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.0 ft
1
0.079
0.057
1.15 1.200
1.00
1.00
1.00
1.00
1.00
0.21
97.88
1242.00
0.17
11.80
207.00
+0.60D
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.0 ft
1
0.016
0.012
1.60 1.200
1.00
1.00
1.00
1.00
1.00
0.06
27.93
1728.00
0.05
3.37
288.00
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.0027 1.511 0.0000 0.000
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 42 of 69
�E IDIAN>
APPROVED
DATE: 09/26/22
111E NUM9MA-222-0 2
*ybreak Subdivision
13382
an, Idaho
RF()RMANC
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
ild:20.22.6.12 SHAWN REEDER
shack access door header (max. T)
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
0.336
0.336
Overall MINimum
0.200
0.200
D Only
0.136
0.136
+D+S
0.336
0.336
+D+0.750S
0.286
0.286
+0.60D
0.082
0.082
S Only
0.200
0.200
(c) ENERCALC INC 1983-2022
Values in KIPS
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 43 of 69
kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
I
an, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE: 09/26/22
FILE NUMBER: a- 021D162
STEEL GATE MOMENT
CALCULATION
WEIGHT OF GATE = 400 LBS
GATE LENGTH = 11 FT.
GATE MOMENT ARM = 5.5 FT.
MOMENT @ GATE = (11 FT. = 2) * 400LBS = 2200 LBS-FT
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 44 of 69
CUEIDR IAN
kybreak Subdivision
Engineering: Eduado Pelallo
13382
Checker: Shawn Reeder
J
ian, Idaho
PERFORMANCE 07/28/2022
APPROVED
ENGINEERS
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
o9/26/22
DATE
FILE NUMBFN:^ o,sz uild:20.22.6.12
SHAWN REEDER (c) ENERCALC INC 1983-2022
gate column
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Steel Section Name : HSS6x6x1/4
Overall Column Height 6 ft
Analysis Method : Allowable Strength
Top & Bottom Fixity Top Pinned, Bottom Fixed
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy : Steel Yield 36.0 ksi
X-X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi
Unbraced Length for buckling ABOUT Y-Y Axis = 6 ft, K = 2.1
Y-Y (depth) axis:
Unbraced Length for buckling ABOUT X-X Axis = 6 ft, K = 2.1
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 113.918 Ibs ` Dead
Load Factor
BENDING LOADS ...
Moment acting about X-X axis at 6.0 ft, D =
2.20 k-ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.1089 : 1
Maximum Load Reactions . .
Load Combination
D Only
Top along X-X 0.0 k
Location of max.above base
5.960 ft
Bottom along X-X 0.0 k
At maximum location values are ...
Top along Y-Y 0.550 k
Pa: Axial
0.1139 k
Bottom along Y-Y 0.550 k
Pn / Omega: Allowabl(
90.669 k
Ma-x : Applied
2.178 k-ft
Maximum Load Deflections ...
Mn-x / Omega: Allowable
20.120 k-ft
Along Y-Y 0.006111 in at 4.027ft above base
for load combination : D Only
Ma-y :Applied
0.0 k-ft
Mn-y / Omega: Allowable
20.120 k-ft
Along X-X 0.0 in at 0.0ft above base
for load combination
PASS Maximum Shear Stress Ratic
0.01721 : 1
Load Combination
D Only
Location of max.above base
0.0 ft
At maximum location values are ...
Va : Applied
0.550 k
Vn / Omega: Allowable
31.951 k
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination Stress Ratio Status
Location Cbx
Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location
D Only 0.109 PASS
5.96 ft 2.15
1.00 64.62 64.62 0.017 PASS 0.00 ft
+0.60D 0.065 PASS
5.96 ft 2.15
1.00 64.62 64.62 0.010 PASS 0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction k
Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Load Combination @ Base
@ Base @ Top
@ Base @ Top @ Base @ Top @ Base @ Top
D Only 0.114
0.550 -0.550 -1.100
+0.60D 0.068
0.330 -0.330 -0.660
Extreme Reactions
Axial Reaction
X-X Axis Reaction k
Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item Extreme Value @ Base
@ Base @ Top
@ Base @ Top @ Base @ Top @ Base @ Top
Axial @ Base Maximum 0.114
0.550 -0.550 -1.100
" Minimum 0.068
0.330 -0.330 -0.660
Reaction, X-X Axis Base Maximum 0.114
0.550 -0.550 -1.100
1. Minimum 0.114
0.550 -0.550 -1.100
Reaction, Y-Y Axis Base Maximum 0.114
0.550 -0.550 -1.100
1. Minimum 0.068
0.330 -0.330 -0.660
Reaction, X-X Axis Top Maximum 0.114
0.550 -0.550 -1.100
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 45 of 69
CUEIDR IAN
kybreak Subdivision
J
13382
ian, Idaho
APPROVED
DATE: 09/26/22
FILE NUMBER: zszz-oisz
- uild:20.22.6.12
a
gate column
Extreme Reactions
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
" Minimum
0.114
0.550
-0.550
-1.100
Reaction, Y-Y Axis Top Maximum
0.068
0.330
-0.330
-0.660
" Minimum
0.114
0.550
-0.550
-1.100
Moment, X-X Axis Base Maximum
0.068 -0.660
0.330
-0.330
-0.660
" Minimum
0.114 -1.100
0.550
-0.550
-1.100
Moment, Y-Y Axis Base Maximum
0.114
0.550
-0.550
-1.100
" Minimum
0.114
0.550
-0.550
-1.100
Moment, X-X Axis Top Maximum
0.114
0.550
-0.550
-1.100
" Minimum
0.114
0.550
-0.550
-1.100
Moment, Y-Y Axis Top Maximum
0.114
0.550
-0.550
-1.100
" Minimum
0.114
0.550
-0.550
-1.100
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000 ft 0.006 in
4.027 ft
+0.60D
0.0000 in
0.000 ft 0.004 in
4.027 ft
Steel Section Properties : HSS6x6xl/4
Depth =
6.000 in I xx
= 28.60 in14
J = 45.600 in^4
Design Thick =
0.233 in S xx
= 9.54 inA3
Width =
6.000 in R xx
= 2.340 in
Wall Thick =
0.250 in Zx
= 11.200 inA3
Area =
5.240 inA2 1 yy
= 28.600 inA4
C = 15.400 inA3
Weight =
18.986 plf S yy
= 9.540 inA3
R yy
= 2.340 in
Ycg
0
0.000 in
+Y
6.00in
+X
2 20kX
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 46 of 69
L Q fE IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 Footing Design
f I! E NUMBER: A-zDzz-oi ez
wont. Footing Design
E N G I N E E R S
Description: Monumnet min. footing
Inputs are in ITALICS and outputs are in BOLDFACE.
Soil Bearing Pressure: 1500psf
Roof
Roof Dead (63psf )
Snow Live (25psf)
Misc
Wall Load: (34psf)
Conc Stem: ( 145pcf)
Misc Load: (.Oft)
( 8.Oft )
( 8.Oft)
(10.Oft )
(2 x .5ft)
(.Oft) (.Oft)
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
= 500plf
= 200plf
= 345plf
= 145plf
= plf
1190pif
Use Footing WiLth/L
12 x 8
in
(2) #4
Cont.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 47 of 69
CUEIDR IAN
kybreak Subdivision
J
3382
n, Idaho
APPROVED
lanrp
DATE: 09/26/22
Build 11.20.03.31EILENUMHER:^-zozz-o,
sz
FnninPPrc
Retained Height =
Wall height above soil =
Slope Behind Wall =
Height of Soil over Toe =
Water height over heel =
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
Soil Data and Lateral Earth Pressure
E N G I N E E R S
Cantilevered Retaining Wall
Gaurd Shack Retaining Wall
3.83 ft
0.67 ft
0.00
22.00 in
0.0 ft
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Code: IBC 2015,AC1 318-14,AC1 530-13
Allow Soil Bearing =
2,500.0 psf
Soil Density, Heel =
120.00 Pcf
Equivalent Fluid Pressure Method
Soil Density, Toe =
0.00 pcf
Active Heel Pressure =
40.0 psf/ft
FootingllSoil Friction =
0.400
Soil height to ignore
=
for passive pressure =
12.00 in
Passive Pressure =
422.0 psf/ft
Surcharge Loads
Surcharge Over Heel =
40.0 psf
Surcharge Over Toe =
0.0
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Lateral Load Applied to Stem
330.0 Ibs
0.0 Ibs
Axial Load Eccentricity = 0.0 in
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
(Service Level)
Wind on Exposed Stem
Wind on Exposed Stem
= 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load
= 0.0 Ibs Footing Type Line Load
Footing Width
= 0.00 ft Base Above/Below Soil
� tVM'040
= q.%2ih FRANKLIN BLVD, NAMPA, IetftWof Wall = Page 48 ®f.693t
Wall to Ftg CL Dist
= 0.00 ft Poisson's Ratio = 0.300
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: ^-2o22-oi e2
;kybreak Subdivision
13382
an, Idaho
mmary
ineers
Cantilevered Retaining Wall
Gaurd Shack Retaining Wall
Stability Ratios
Overturning = 1.51 OK
Sliding = 3.64 OK
Soil Bearing
Total Bearing Load = 1,297 Ibs
...resultant ecc. = 4.43 in
Soil Pressure @ Toe = 1,934 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,707 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 0.2 psi OK
Footing Shear @ Heel = 6.9 psi OK
Allowable = 75.0 psi
Sliding
Resisting Forces Sliding Forces
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Code: IBC 2015,AC1 318-14,AC1 530-13
Vertical Forces
Force
Lateral Forces
Force
Soil Over Heel (above water table, if any)
229.8 Ibs
Heel Active Pressure (above water table, if any)
434.9 Ibs
Soil Over Heel (below water table, if any)
0.0
Heel Active Pressure (below water table, if any)
0.0
Water Over Heel
0.0
Hydrostatic Force
0.0
Buoyant Force
0.0
Heel Active Pressure
434.9
Sloped Soil Over Heel
0.0
Surcharge over Heel
62.2
Surcharge Over Heel
20.0
Adjacent Footing
0.0
Adjacent Footing Load
0.0
Surcharge Over Toe
0.0
Axial Dead Load on Stem
330.0
Load @ Stem Above Soil
0.0
Axial Live Load on Stem
Omit
Added Lateral Load
0.0
Soil Over Toe
0.0
Seismic Load
0.0
Surcharge Over Toe
0.0
Seismic -Self -weight
0.0
Stem Weight(s)
337.5
Lateral on Key
0.0
Earth @ Stem Transitions
0.0
Totals =
497.1 Ibs
Footing Weight
187.5
Key Weight
0.0
*Includes water table effect
Vert. Component **
192.2
Total Vertical Loads 1,297.0 Ibs
* Axial live load NOT included in total displayed , or used for overturning
or sliding resistance, but is included for soil pressure calculations.
Sliding Calcs
Lateral Sliding Force = 497.1 Ibs
less 100% Passive Force = 1,289.4 Ibs
less 100% Friction Force = - 518.8 Ibs
Added Force Req'd = 0.0 Ibs Olk
....for 1.5 Stability = 0.0 Ibs Olk
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 49 of 69
Vertical component of active lateral soil pressure IS considered in the
calculation of soil bearing pressures.
CUEIDR IAN kybreak Subdivision
J lanrp
3382
n, Idaho
APPROVED
DATE: D9/26/22 Build 11.20.03.31
FILE NUMBER:^-����-Diaz FnninPPrc
Resisting Moments
E N G I N E E R S
Cantilevered Retaining Wall
Gaurd Shack Retaining Wall
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Code: IBC 2015,AC1 318-14,AC1 530-13
Resisting Moments
Force
Distance
Moment
Soil Over Heel (above water table, if any)
229.8
Ibs 1.25 ft
287.3ft-#
Soil Over Heel (below water table, if any)
0.0
Water Table
0.0
Soil Over Heel
229.8
1.25
287.3
Sloped Soil Over Heel
0.0
Surcharge Over Heel
20.0
1.25
25.0
Adjacent Footing Load
0.0
Axial Dead Load on Stem
330.0
0.75
247.5
Axial Live Load on Stem
0.0
Soil Over Toe
0.0
0.25
Surcharge Over Toe
0.0
Stem Weight(s)
337.5
0.75
253.1
Earth @ Stem Transitions
0.0
Footing Weight
187.5
0.75
140.6
Key Weight
0.0
1.92
Vert. Component
192.2
1.50
288.3
Total Vertical Loads
1,297.0
Ibs
Resisting Moment
1,241.8 ft-#
Eccentricity
-5.1 in
Axial live load NOT included in total displayed, or
used for overturning or sliding
resistance, but is included for soil pressure calculations.
Overturning
Overturning Moments
Overturning Moments
Force
Distance
Moment
Heel Active Pressure (above water table, if any)
434.9
Ibs 1.55 ft
676.1 ft-#
Heel Active Pressure (below water table, if any)
0.0
Hydrostatic Force
0.0
Buoyant Force
0.0
Surcharge over Heel
62.2
2.33
145.0
Adjacent Footing
0.0
Surcharge Over Toe
0.0
Load @ Stem Above Soil
0.0
Added Lateral Load
0.0
Seismic Load
0.0
Seismic -Self -weight
0.0
Totals =
497.1
Ibs
Overturning
Moment
821.1 ft-#
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 50 of 69
L Q fE IDIAN> kybreak Subdivision
lurnmary
3382
n, Idaho
APPROVED
DATE: 09/26/22 Build 11.20.03.31
: J NUMBER: ^-2D22--2 ance Engineers
nl_nn1AA►lf%
E N G I N E E R S
Gaurd Shack Retaining Wall
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Code: IBC 2015,AC1 318-14,AC1 530-13
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Material Above "Ht"
=
Concrete
Design Method
=
LRFD
Thickness
=
6.00
Rebar Size
=
# 5
Rebar Spacing
=
18.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.206
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
551.1
Moment.... Actual
Service Level
ft-# _
Strength Leve
ft-# =
755.7
Moment..... Allowable
=
3,667.6
Shear..... Actual
Service Level
psi =
Strength Leve
psi =
11.0
Shear..... Allowable
psi =
75.0
Anet
in2 =
Rebar Depth 'd'
in =
4.19
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
75.0
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
2,500.0
Fy
psi =
60,000.0
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 51 of 69
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: ^-2o22-oi e2
;kybreak Subdivision
13382
an, Idaho
E N G I N E E R S
11.20.03.31 Cantilevered Retaining Wall
°n ineers
Area Details Gaurd Shack Retaining Wall
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Code: IBC 2015,AC1 318-14,AC1 530-13
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0434 in2/ft
(4/3) * As :
0.0579 in2/ft
Min Stem T&S Reinf Area 0.648 in2
200bd/fy : 200(12)(4.1875)/60000 :
0.1675 in2/ft
Min Stem T&S Reinf Area per ft of stem Height
: 0.144 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area :
0.1296 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.2067 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5673 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Data
Toe Width
= 0.50 ft
fc =
2,500
psi
Heel Width
= 1.00
Fy =
60,000
psi
Total Footing Width
= 1.50 ft
Footing Concrete Density =
150.00
pcf
Footing Thickness
= 10.00 in
Min. As % =
0.0018
Key Width
= 12.00 in
Rebar Cover @ Top =
2.00
in
Key Depth
= 0.00 in
@ Bottom =
3.00
in
Key Distance from Toe
= 1.42 ft
Footing Design Results
Toe
Heel
Factored Pressure
= 2,707
0
psf
Mu': Upward
= 3,469
1
ft-#
Mu': Downward
= 621
249
ft-#
Mu: Design
= 237
-121
ft-#
Actual 1-Way Shear
= 0.22
6.94
psi
Allow 1-Way Shear
= 40.00
40.00
psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area 0.32 in2
Min footing T&S reinf Area per fo 0.22 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide supplemental design for footing torsion.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 52 of 69
J-,
ybreak Subdivision Engineering: Eduado Pelallo
3382 Checker: Shawn Reeder
n, Idaho PERFORMANCE 07i28i2022
ENGINEERS
Build 11.20.03.31
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
nce Engineers
Gaurd Shack Retaining Wall
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.161 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 53 of 69
CUEIDR IAN kybreak Subdivision
J 13382
ian, Idaho
APPROVED
DATE 09/26/22 i n g zozz-oi sz
FILE NUMBER: - uild:20.22.6.12
a
Planter footing
Code References
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
100.0 pcf
T Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0
: 1
Min. Sliding Safety Factor
= 1.0
: 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 2.670 ft
Length parallel to Z-Z Axis = 2.670 ft
Footing Thickness = 8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = 24.0 in
pz : parallel to Z-Z Axis 24.0 in
Height 20.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars - 3.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a M
# Bars required within zone n/a
# Bars required on each side of zone n/a
plied Loads
D Lr
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
2.0
x
3-#4Bars
X-X Section Looking to +Z
L S
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687
Z
2'-0"
3 - 9-4 Bars
00
ih
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Page 54 of 69
CUEJ2uild:20.22.6.12
kybreak Subdivision
13382
an, Idaho
APPRO
DATE 09/i
n g
RIENUMBER:
Planter footing
DESIGN SUMMARY
Min. Ratio Item
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
=•
Applied Capacity Governing Load Combination
PASS 0.3419
Soil Bearing
0.5128 ksf
1.50 ksf
D Only about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.006818
Z Flexure (+X)
0.03265 k-ft/ft
4.789 k-ft/ft
+1.40D
PASS 0.006818
Z Flexure (-X)
0.03265 k-ft/ft
4.789 k-ft/ft
+1.40D
PASS 0.006818
X Flexure (+Z)
0.03265 k-ft/ft
4.789 k-ft/ft
+1.40D
PASS 0.006818
X Flexure (-Z)
0.03265 k-ft/ft
4.789 k-ft/ft
+1.40D
PASS n/a
1-way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1-way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS n/a
1-way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS n/a
2-way Punching
1.361 psi
75.0 psi
+1.40D
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.5128
0.5128
n/a n/a
0.342
X-X, +0.60D
1.50
n/a 0.0
0.3077
0.3077
n/a n/a
0.205
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.5128 0.5128
0.342
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.3077 0.3077
0.205
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu Side
Tension As Req'd
Gvrn. As Actual As Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2 k-ft
X-X, +1.40D
0.03265
+Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
X-X, +1.40D
0.03265
-Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
X-X, +1.20D
0.02799
+Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
X-X, +1.20D
0.02799
-Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
X-X, +0.90D
0.02099
+Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
X-X, +0.90D
0.02099
-Z
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +1.40D
0.03265
-X
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +1.40D
0.03265
+X
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +1.20D
0.02799
-X
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +1.20D
0.02799
+X
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +0.90D
0.02099
-X
Bottom
0.1728
AsMin
0.2247 4.789
OK
Z-Z, +0.90D
0.02099
+X
Bottom
0.1728
AsMin
0.2247 4.789
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @
+X Vu @ -Z
Vu @
+Z Vu:Max
Phi Vn Vu / Phi*Vn Status
+1.40D
0.00 psi
0.00 psi 0.00
psi
0.00 psi 0.00 psi 75.00 psi
0.00 OK
+1.20D
0.00 psi
0.00 psi 0.00
psi
0.00 psi 0.00 psi 75.00 psi
0.00 OK
+0.90D
0.00 psi
0.00 psi 0.00 psi
0.00 psi 0.00 psi 75.00 psi
0.00 OK
(208)475-0040
1102 N FRANKLIN BLVD, NAMPA, ID 83687
Page 55 of 69
IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 i n g
uE NUMBER!A o,ez uild:20.22.6.12
Planter footing
Two -Way "Punching" Shear
Load Combination...
Vu
+1.40D
1.36 psi
+1.20D
1.17 psi
+0.90D
0.87 psi
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER
Phi*Vn Vu / Phi*Vn
139.66psi 0.009742
139.66psi 0.008351
139.66psi 0.006263
(c) ENERCALC INC 1983-2022
All units k
Status
OK
OK
OK
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 56 of 69
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE
09/26/22 umn Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILE NUMBER: Az�z2-2 uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
planter pier
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
fc : Concrete 28 day streng =
2.50 ksi
E = =
3122 ksi
Density =
150 pcf
Q =
0.850
fy - Main Rebar =
60 ksi
E - Main Rebar =
29000 ksi
Allow. Reinforcing Limits
AS TM A615 Bars Used
Min. Reinf. =
1 %
Max. Reinf. =
8 %
Column Cross Section
Column Dimensions: 18.Oin Square Column, Column
Edge to Rebar Edge Cover = 2.Oin
Column Reinforcing : 4 - #4 bars @ corners,
Overall Column Height = 1.830 ft
End Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along colun
X-X (width) axis:
Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis:
Fully braced against buckling ABOUT X-X Axis
Applied Loads
Entered loads are factored per load combinations specified by user.
Column self weight included : 617.63 Ibs " Dead Load Factor
DESIGN SUMMARY
Load Combination
+1.40D
Maximum SERVICE Load Reactions.
Location of max.above base
1.818 ft
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Maximum Stress Ratio
0.002: 1
Top along X-X 0.0 k Bottom along X-X 0.0 k
Ratio = (PuA2+MuA2)A.5 / (PhiPnA2+PhiMnA2)^.5
Pu = 0.8647 k (P. Pn =
382.096 k
Maximum SERVICE Load Deflections . .
Mu-x = 0.0 k-ft (P' Mn-x =
0.0 k-ft
Mu-y = 0.0 k-ft �' Mn-y =
0.0 k-ft
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :
Mu Angle = 0.0 deg
Along X-X O.Oin at 0.0 ft above base
Au at Angle = 0.0 k-ft (Mn at Angle =
0.0 k-ft
for load combination :
Pn & Mn values located at Pu-Mu vector intersection with capacity curve
Column Capacities..
General Section Informatiol = 0.650 =0.850 e = 0.80
R
Pnmax :Nominal Max. Compressive Axial Capaci
734.80 k
Reinforcing 0.2469 % Rebar < Min of 1.0
P
Pnmin : Nominal Min. Tension Axial Capacity
k
Reinforcing Area 0.80 inA2
(P Pn, max: Usable Compressive Axial Capacity
382.096 k
Concrete Area 324.0 inA2
(P Pn, min : Usable Tension Axial Capacity
k
Governing Load Combination Results
Governing Factored
Moment Dist. from
Axial Load
Bending Analysis k-ft
k
Utilization
Load Combination
X-X Y-Y base ft
Pu N " Pn
g x gx * Mux g y gy * Muy Alpha (deg)
g Mu (p Mn Ratio
+1.40D
1.82
0.86 382.10
0.000
0.002
+1.20D
1.82
0.74 382.10
0.000
0.002
+0.90D
1.82
0.56 382.10
0.000
0.001
(208)475-0040
1102 N FRANKLIN BLVD, NAMPA, ID 83687
Page 57 of 69
[DATL
' kybreak Subdivision Engineering: Eduado Pelallo
`(E IDIA\ - 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE o7i28i2o22
PROVED ENGINEERS
osizs, Un1nProject File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
NUMBER:A-zos 162 uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
planter pier
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Mx - End Moments k-ft My - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
+0.60D
Maximum Moment Reactions
Load Combination
Moment About X-X Axis
@ Base @ Top
D Only
+0.60D
Maximum Deflections for Load Combinations
Load Combination
D Only
+0.60D
Sketches
Interaction Diaarams
0.618
0.371
Note: Only non -zero reactions are listed.
Moment About Y-Y Axis
@ Base @ Top
k-ft k-ft
k-ft k-ft
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
0.0000 in
0.000 ft
0.000 in
0.000 ft
0.0000 in
0.000 ft
0.000 in
0.000 ft
n
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 58 of 69
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: A--2-oi e2
450.0
405.0
360.0
315.0
270.0
225.0
180.0
135.0
N1 e
45.0
;kybreak Subdivision
Engineering: Eduado Pelallo
13382
Checker: Shawn Reeder
an, Idaho
PERFORMANCE 07/28/2022
E N G I N E E R S
Umn
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
uild:20.22.6.12
SHAWN REEDER (c) ENERCALC INC 1983-2022
planter pier
OLoad Comb. = ♦1 40D. Alpha= 0 Ddeg. (0.86. 0.00)
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
21
c
L
E
L
7
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 59 of 69
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: A--2-oi e2
450.0
405.0
360.0
315.0
270.0
225.0
180.0
135.0
N1 e
45.0
;kybreak Subdivision
Engineering: Eduado Pelallo
13382
Checker: Shawn Reeder
an, Idaho
PERFORMANCE 07/28/2022
E N G I N E E R S
Umn
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
uild:20.22.6.12
SHAWN REEDER (c) ENERCALC INC 1983-2022
planter pier
OLoad Comb.=.120D. Alpha= 0 Odq (0.76. 0.00(
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
21
c
L
E
L
7
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 60 of 69
CUEIDR IAN
APPROVED
DATE 09/26/22
FILE NUMBER: A--2-oi e2
450.0
405.0
360.0
315.0
270.0
225.0
180.0
135.0
N1 e
45.0
;kybreak Subdivision
Engineering: Eduado Pelallo
13382
Checker: Shawn Reeder
an, Idaho
PERFORMANCE 07/28/2022
E N G I N E E R S
Umn
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
uild:20.22.6.12
SHAWN REEDER (c) ENERCALC INC 1983-2022
planter pier
OLoad Comb.=.0.90D. NpW= 0 Odeg. (0.56, 0.00)
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
21
c
L
E
L
7
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 61 of 69
L Q fE IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 Footing Design
f I! E NUMBER: A-zDzz-oi ez
wont. Footing Design
E N G I N E E R S
Description: Monumnet min. footing
Inputs are in ITALICS and outputs are in BOLDFACE.
Soil Bearing Pressure: 1500psf
Roof
Roof Dead (63psf )
Snow Live (25psf)
Misc
Wall Load: (34psf)
Conc Stem: ( 145pcf)
Misc Load: (.Oft)
( 8.Oft )
( 8.Oft)
(10.Oft )
(2 x .5ft)
(.Oft) (.Oft)
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
= 500plf
= 200plf
= 345plf
= 145plf
= plf
1190pif
Use Footing WiLth/L
12 x 8
in
(2) #4
Cont.
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 62 of 69
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
an, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE.*— 09/26/22 Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILE NUMBER: - uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
Ii" a zszz-oi sz
Gaurd Shack Foundation
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength
= 2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
100.0 pcf
Concrete Density
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
(P Values Flexure
= 0.90
Shear
= 0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface
2.0 ft
Min Steel % Bending Reinf.
=
Allow. Pressure Increase per foot of depth -
ksf
Min Allow % Temp Reinf.
= 0.00180
when base footing is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Increases based on footing Width
Min. Sliding Safety Factor
= 1.0 : 1
Allow. Pressure Increase per foot of width =
ksf
AutoCalc Footing Weight as DL
Yes
when footing is wider than =
ft
Adjusted Allowable Bearing Pressure =
1.50 ksf
Dimensions
Reinforcing
Footing Width =
1.167ft Footing Thickness
= 8.0 in Bars along X-X Axis
Wall Thickness =
6.0 in Rebar Centerline
to Edge of Concrete... # of Bars in 12" Width
= 2
Wall center offset
at Bottom of footing = 3.0 in Reinforcing Bar Size
= # 4
from center of footing =
0 in
6"
Z
N
-- 2-#4 Bars
7-7H6"
X-X Section Looking W 1Z
Applied Loads
D Lr L S W E H
P : Column Load =
OB : Overburden =
V-x =
M-zz =
Vx applied =
0.3966
in above top of footing
0.1330
k
ksf
k
k-ft
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 63 of 69
kybreak Subdivision Engineering: Eduado Pelallo
13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE 09/26/22 Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILE NUMBER: - uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
a zszz-oisz
Gaurd Shack Foundation
DESIGN SUMMARY
- • • '
Factor of Safety
Item
Applied
Capacity
Governing Load Combination
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
Utilization Ratio
Item
Applied
Capacity
Governing
Load Combination
PASS 0.3670
Soil Bearing
0.5505 ksf
1.50 ksf
+D+S
PASS 0.004817
Z Flexure (+X)
0.03927 k-ft
8.153 k-ft
+1.20D+1.60S
PASS 0.002680
Z Flexure (-X)
0.02185 k-ft
8.153 k-ft
+0.90D
PASS n/a
1-way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing
Stress
Actual / Allowable
Load Combination...
Gross Allowable
Xecc -X
+X
Ratio
D Only
1.50 ksf
0.0 in 0.4365 ksf
0.4365 ksf
0.291
+D+S
1.50 ksf
0.0 in 0.5505 ksf
0.5505 ksf
0.367
+D+0.750S
1.50 ksf
0.0 in 0.5220 ksf
0.5220 ksf
0.348
, +0.60D
1.50 ksf
0.0 in 0.2619 ksf
0.2619 ksf
0.175
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As
Actual As
Phi*Mn
k-ft Side ? or Top ?
inA2 inA2
inA2
k-ft Status
, +1.40D
0.03399
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.40D
0.03399
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D
0.02913
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D
0.02913
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+0.50S
0.0323
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+0.50S
0.0323
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+1.60S
0.03927
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+1.60S
0.03927
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+0.70S
0.03357
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +1.20D+0.70S
0.03357
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
,+0.90D
0.02185
-X Bottom
0.1728 Min Temp %
0.4
8.153 OK
, +0.90D
0.02185
+X Bottom
0.1728 Min Temp %
0.4
8.153 OK
One Way Shear
Units : k
Load Combination...
Vu @ -X
Vu @ +X Vu:Max
Phi Vn
Vu / Phi*Vn Status
+1.40D
0 psi
0 psi
0 psi 75 psi
0 OK
+1.20D
0 psi
0 psi
0 psi 75 psi
0 OK
+1.20D+0.50S
0 psi
0 psi
0 psi 75 psi
0 OK
+1.20D+1.60S
0 psi
0 psi
0 psi 75 psi
0 OK
+1.20D+0.70S
0 psi
0 psi
0 psi 75 psi
0 OK
+0.90D
0 psi
0 psi
0 psi 75 psi
0 OK
(208)475-0040
1102 N FRANKLIN BLVD, NAMPA, ID 83687
Page 64 of 69
CUEIDR IAN
kybreak Subdivision
J
13382
ian, Idaho
APPROVED
DATE 09/26�22
Embedded in Soil
a zszz-oisz
FILE NUMBER: -
uild:20.22.6.12
gate post embedment.
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Pole Footing Shape Rectangular
Pole Footing Width ........... 20.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ................ 200.0 pcf
Max Passive ................ 1,500.0 psf
Engineering: Eduado Pelallo
Checker: Shawn Reeder
07/28/2022
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Controlling Values
Point Load
Governing Load CombinatCk Only
Lateral Load 0.40 k
Moment 2.20 k-ft
Restraint @ Ground Surface
Pressure at Depth
Actual
526.11 psf
Allowable
550.0 psf
Surface Retraint Force
2,100.0 Ibs
Minimum Required Depth
2.750 ft
Footing Base Area
2.778 ft^2
Maximum Soil Pressure
0.0 ksf
Applied Loads
io
EO
Soil Surface Surface Latepi Restraint
CP
(V
Lateral Concentrated Load
(k)
Lateral Distributed Loads
(k
Applied Moment (kft)
Vertical Load (k)
D
: Dead Load
0.40 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
Lr:
Roof Live
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
L :
Live
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
S :
Snow
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
W
: Wind
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
E :
Earthquake
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
H
: Lateral Earth
0.0 k
0.0 0.0
0.0
k/ft
0.0 k-ft
0.0 k
Load
distance above
TOP of Load above ground surface
ground surface
5.50 ft
0.0 0.0
0.0
ft
BOTTOM of Load above ground surface
0.0 0.0
0.0
ft
Load Combination Results
Load Combination
D Only
+0.60D
Forces @ Ground Surface
Required
Loads - (k) Moments - (ft-k)
Depth - (ft)
0.400 2.200
2.75
0.240 1.320
2.38
Pressure at Depth
Soil Increase
Actual - (psf) Allow - (psf)
Factor
526.1 550.0
1.000
423.2 475.0
1.000
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 65 of 69
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE
09/26/22 M Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
FILE NUMBER: Az�zz-",sz uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
Shack conc. cap det.
Detailed Shear Information
Span Distance 'd'
Vu
(k)
Mu
d"Vu/Mu
Phi'Vc
Comment
Phi"Vs
Phi'Vn Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'Suggest
+1.20D+1.60S
1
1.25
2.00
-0.62
0.62
0.50
0.21
3.65
Vu < PhiVc/2
)t Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.27
2.00
-0.63
0.63
0.49
0.21
3.66
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.29
2.00
-0.63
0.63
0.47
0.22
3.67
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.31
2.00
-0.63
0.63
0.46
0.23
3.68
Vu < PhiVc/2
)t Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.33
2.00
-0.63
0.63
0.45
0.24
3.69
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.36
2.00
-0.64
0.64
0.43
0.25
3.70
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.38
2.00
-0.64
0.64
0.42
0.25
3.71
Vu < PhiVc/2
)t Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.40
2.00
-0.64
0.64
0.40
0.26
3.72
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.42
2.00
-0.64
0.64
0.39
0.28
3.73
Vu < PhiVc/2
A Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.44
2.00
-0.64
0.64
0.38
0.29
3.74
Vu < PhiVc/2
)t Reqd 9.E
3.7
0.0
0.0
+1.20D+1.60S
1
1.46
2.00
-0.65
0.65
0.36
0.30
3.76
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.49
2.00
-0.65
0.65
0.35
0.31
3.77
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.51
2.00
-0.65
0.65
0.33
0.33
3.79
Vu < PhiVc/2
)t Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.53
2.00
-0.65
0.65
0.32
0.34
3.80
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.55
2.00
-0.66
0.66
0.30
0.36
3.82
Vu < PhiVc/2
A Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.57
2.00
-0.66
0.66
0.29
0.38
3.85
Vu < PhiVc/2
)t Reqd 9.E
3.8
0.0
0.0
+1.20D+1.60S
1
1.60
2.00
-0.66
0.66
0.28
0.40
3.87
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
1.62
2.00
-0.66
0.66
0.26
0.42
3.90
Vu < PhiVc/2
A Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
1.64
2.00
-0.66
0.66
0.25
0.45
3.93
Vu < PhiVc/2
)t Reqd 9.E
3.9
0.0
0.0
+1.20D+1.60S
1
1.66
2.00
-0.67
0.67
0.23
0.48
3.96
Vu < PhiVc/2
A Reqd 9.E
4.0
0.0
0.0
+1.20D+1.60S
1
1.68
2.00
-0.67
0.67
0.22
0.51
4.00
Vu < PhiVc/2
A Reqd 9.E
4.0
0.0
0.0
+1.20D+1.60S
1
1.70
2.00
-0.67
0.67
0.20
0.55
4.04
Vu < PhiVc/2
)t Reqd 9.E
4.0
0.0
0.0
+1.20D+1.60S
1
1.73
2.00
-0.67
0.67
0.19
0.60
4.09
Vu < PhiVc/2
A Reqd 9.E
4.1
0.0
0.0
+1.20D+1.60S
1
1.75
2.00
-0.68
0.68
0.17
0.65
4.15
Vu < PhiVc/2
A Reqd 9.E
4.2
0.0
0.0
+1.20D+1.60S
1
1.77
2.00
-0.68
0.68
0.16
0.71
4.22
Vu < PhiVc/2
)t Reqd 9.E
4.2
0.0
0.0
+1.20D+1.60S
1
1.79
2.00
-0.68
0.68
0.14
0.79
4.31
Vu < PhiVc/2
A Reqd 9.E
4.3
0.0
0.0
+1.20D+1.60S
1
1.81
2.00
-0.68
0.68
0.13
0.88
4.42
Vu < PhiVc/2
A Reqd 9.E
4.4
0.0
0.0
+1.20D+1.60S
1
1.84
2.00
-0.68
0.68
0.11
1.00
4.55
Vu < PhiVc/2
)t Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.86
2.00
-0.69
0.69
0.10
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.88
2.00
-0.69
0.69
0.08
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.90
2.00
-0.69
0.69
0.07
1.00
4.55
Vu < PhiVc/2
)t Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.92
2.00
-0.69
0.69
0.05
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.95
2.00
-0.70
0.70
0.04
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.97
2.00
-0.70
0.70
0.02
1.00
4.55
Vu < PhiVc/2
)t Reqd 9.E
4.5
0.0
0.0
+1.20D+1.60S
1
1.99
2.00
-0.70
0.70
0.01
1.00
4.55
Vu < PhiVc/2
A Reqd 9.E
4.5
0.0
0.0
Maximum Forces
& Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results ( k-ft )
Segment
Span
# along Beam
Mu: Max
Phi"Mnx
Stress
Ratio
MAXimum BENDING Envelope
Span # 1
1
2.000
0.65
4.45
0.15
+1.40D
Span # 1
1
2.000
0.06
4.45
0.01
+1.20D
Span # 1
1
2.000
0.05
4.45
0.01
+1.20D+0.50S
Span # 1
1
2.000
0.24
4.45
0.05
+1.20D+1.60S
Span # 1
1
2.000
0.65
4.45
0.15
+1.20D+0.70S
Span # 1
1
2.000
0.31
4.45
0.07
+0.90D
Span # 1
1
2.000
0.04
4.45
0.01
Overall Maximum Deflections
Load Combination Span Max. "-" Defl (in) _ocation in Span (ft Load Combination Max. "+" Defl (in_ocation in Span (ft
+D+S 1 0.0009 1.000 0.0000 0.000
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 66 of 69
CUEIDR IAN kybreak Subdivision Engineering: Eduado Pelallo
J 13382 Checker: Shawn Reeder
ian, Idaho PERFORMANCE 07/28/2022
APPROVED ENGINEERS
DATE09/26/22 ing Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6 zozz-ot sz
FILE NUMBER: - uild:20.22.6.12 SHAWN REEDER (c) ENERCALC INC 1983-2022
a
Planter footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
100.0 pcf
T Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0
: 1
Min. Sliding Safety Factor
= 1.0
: 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
4.250 ft
Length parallel to Z-Z Axis =
7.830 ft
Z
Footing Thickness =
8.0 in
Load location offset from footing center...
ex: Prll to X-X Axis =
7.5 in
=
in
Pedestal dimensions...
XEx
px : parallel to X-X Axis =
24.0 in
m "'
pz : parallel to Z-Z Axis =_
24.0 in
Height
20.0 in
Rebar Centerline to Edge of Concrete...
"' II
at Bottom of footing =
3.0 in
m
2'-9" a
Reinforcing L a " w
Bars parallel to X-X Axis
Number of Bars - 7
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 4
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)-#4t3a
Direction Requiring Closer Separation Z-ZSedonLoolongto -X
Bars along X-X Axis X-X Section Looking to +Z
# Bars required within zone 70.4 %
# Bars required on each side of zone 29.6 %
Applied Loads
D Lr L S W E H
P : Column Load = 4.756 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 01 of 69
CUEJ2uild:20.22.6.12
kybreak Subdivision
13382
an, Idaho
APPRO
DATE 09/i
n g
RIENUMBER:
Planter footing
DESIGN SUMMARY
Min. Ratio Item
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER (c) ENERCALC INC 1983-2022
Applied Capacity Governing Load Combination
PASS 0.2793
Soil Bearing
0.4189 ksf
1.50 ksf
D Only about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.01385
Z Flexure (+X)
0.05336 k-ft/ft
3.854 k-ft/ft
+1.40D
PASS 0.03739
Z Flexure (-X)
0.1441 k-ft/ft
3.854 k-ft/ft
+1.40D
PASS 0.2527
X Flexure (+Z)
1.023 k-ft/ft
4.048 k-ft/ft
+1.401D
PASS 0.2527
X Flexure (-Z)
1.023 k-ft/ft
4.048 k-ft/ft
+1.401D
PASS 0.008290
1-way Shear (+X)
0.6218 psi
75.0 psi
+1.40D
PASS 0.02964
1-way Shear (-X)
2.223 psi
75.0 psi
+1.40D
PASS 0.1341
1-way Shear (+Z)
10.054 psi
75.0 psi
+1.40D
PASS 0.1341
1-way Shear (-Z)
10.054 psi
75.0 psi
+1.40D
PASS 0.0820
2-way Punching
11.451 psi
139.655 psi
+1.40D
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.2686
0.2686
n/a n/a
0.179
X-X, +0.60D
1.50
n/a 0.0
0.1612
0.1612
n/a n/a
0.108
Z-Z, D Only
1.50
4.801 n/a
n/a
n/a
0.1184 0.4189
0.279
Z-Z, +0.60D
1.50
5.342 n/a
n/a
n/a
0.06090 0.2615
0.174
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu Side Tension As Req'd
Gvrn. As Actual As Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2 k-ft
X-X, +1.40D
1.023
+Z Bottom
0.1728
AsMin
0.1882 4.048
OK
X-X, +1.40D
1.023
-Z Bottom
0.1728
AsMin
0.1882 4.048
OK
X-X, +1.20D
0.8767
+Z Bottom
0.1728
AsMin
0.1882 4.048
OK
X-X, +1.20D
0.8767
-Z Bottom
0.1728
AsMin
0.1882 4.048
OK
X-X, +0.90D
0.6575
+Z Bottom
0.1728
AsMin
0.1882 4.048
OK
X-X, +0.90D
0.6575
-Z Bottom
0.1728
AsMin
0.1882 4.048
OK
Z-Z, +1.40D
0.1441
-X Bottom
0.1728
AsMin
0.1788 3.854
OK
Z-Z, +1.40D
0.05336
+X Bottom
0.1728
AsMin
0.1788 3.854
OK
Z-Z, +1.20D
0.1194
-X Bottom
0.1728
AsMin
0.1788 3.854
OK
Z-Z, +1.20D
0.04616
+X Bottom
0.1728
AsMin
0.1788 3.854
OK
Z-Z, +0.90D
0.08245
-X Bottom
0.1728
AsMin
0.1788 3.854
OK
Z-Z, +0.90D
0.03536
+X Bottom
0.1728
AsMin
0.1788 3.854
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z
Vu @
+Z Vu:Max
Phi Vn Vu / Phi*Vn Status
+1.40D
2.22 psi
0.62 psi 10.05
psi
10.05 psi 10.05 psi 75.00 psi
0.13 OK
+1.20D
1.85 psi
0.54 psi 8.62
psi
8.62 psi 8.62 psi 75.00 psi
0.11 OK
+0.90D
1.29 psi
0.41 psi 6.46 psi
6.46 psi 6.46 psi 75.00 psi
0.09 OK
(208)475-0040
1102 N FRANKLIN BLVD, NAMPA, ID 83687
Page 08 of 09
IDIAN> kybreak Subdivision
13382
ian, Idaho
APPROVED
DATE: 09/26/22 i n g
uE NUMBER!A o,ez uild:20.22.6.12
Planter footing
Two -Way "Punching" Shear
Engineering: Eduado Pelallo
Checker: Shawn Reeder
PERFORMANCE 07/28/2022
E N G I N E E R S
Project File: 05 beams 2022-13382 Blackrock Homes - Skybreak Subdiv.EC6
SHAWN REEDER
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
+1.40D
11.45 psi
139.66psi
0.082
+1.20D
9.82 psi
139.66psi
0.07028
+0.90D
7.36 psi
139.66psi
0.05271
(c) ENERCALC INC 1983-2022
All units k
Status
OK
OK
OK
(208)475-0040 1102 N FRANKLIN BLVD, NAMPA, ID 83687 Page 69 of 09