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RESIDENCE
DUNLEIGH CR.
NEWPORT BEACH, CA 92660
McPHERSON ENGINEERING
RYAN McPHERSON, P.E.
9240 LIMONITE AVENUE
JURUPA VALLEY, CA 92509
(909) 566-0066
SE@McPE.GROUP
DATE: 03/18/2022
JOB #: 22-2235
INITIALS: J.C.W.
/ FESS/
/q��
�
.82088 Z
x .3/31/22
\TF
OF CAI.\PCP/
This item has been digitally
signed and sealed on
03/18/2022
DESIGN BASED ON THE 2019 C.B.C.
M-
03118122 Page 1 of 13
McPherson Engineering
zmc"Pp
E
McPherson Engineering
Information: Project =
Number =
Design Loads: Dead Load =
Live Load =
Snow Load =
Wind Speed =
Exposure =
Occupancy =
McPherson Engineering
9240 Limonite Avenue
Jurupa Valley, CA 92509
P:909.566.0066
www. mcoherson.engi neeri n¢
psf (Titan Louvers)
psf CBC 20191106.1
psf
mph
2019 CBC Seismic:
Length
-
; 26 0,,
ft Hmex - Erc 10:00 ft
Width
-
13iNft
C, = 0.02
Area
= 351 ft2 x = 0.75
Weight
= 527 Ib Tina, = 0.11 s
R
= 1.25 Tmax < 0.5s = Short Period structure per
1
= 1.00 ASCE 7 Section 12.8.1.3
Fa
= 1.20 Per-rable n A-1 Site Class = D
Fv
= 1.70 SDC = D
Ss-
1. QShorlperMSpectral
Response Accelemlonper ASCE12.8.1.3
51
-
U.47�{t-Sec
PerM Spechal Reepanea Acceleml on
Cs
= 0.83 W
ASD
= 0.70
VEL
= 3071b(ASD) ASCE7-16Eq 12.8-1
2019 CBC Wind:
h
= 0-15 ft
Ki
= 0.85 ASCE 7-16 Tb126.10-1
Ka,
= 1.00 ASCE 7-16 Sac 26.82
Ke
= 1.60 ASCE 7-16 Tb1269-1
Kd
= 6.85 ASCE 7-16 Tb126.6-1
V
= 100 mph ASCE 7-16 Fig 26s -1e
qh
= 18.50 psf ASCE 7-16 Eq 26.10-1
G
= 0.85 ASCE 7-16 Sec 26.11
CN.
= 1.20 ASCE 7-16 Tbl 27,34
CN-
= 1.10 ASCE 7-16 T1,127.34
ASD
= 0.60 ASCE 7-19 SEC. 2.4 .1
pe
= 11.32 psf (Down) ASCE 7-16 Eq 27s-2
p.
= 10.38 Pat (Uplift) ASCE 7-16 Eq 27.3-2
p
= 11.32 psf (Lateral) ASCE 7-16 Eq 27.3-2
Length
=d
c 115"ift
(Length perpindicular to vend)
Height
=
O50'ft
(Hmm-Hunb„ce, W)
VWL
= 66 Ib (ASD)
Lateral:
V
- 3071b (Max ofVwL and VEp
% Trib
- 50?0° j
VLine1
= 1531b (Vx%Trib.)
Length
ft (Length of existing wall resisting V)
Vune1
= 111b/ft (VoM1/Length)
V
= 307 Ib (Max ofVwr and Vep
%Trib
= _ 750%
VLine2
= 153 lb (Vx%Trib.)
# of Posts
= _= i (# of Post )
Veer Post
= 77 lb (vu,.e I#of Past)
03/18/22 Page 2 of 13
McPherson Engineering
Z/MCPPE.
McPherson Engineering
McPherson Engineering
9240 Limonite Avenue
Jurupa Valley, CA 92509
P:909.566.0066
W W W.mcpherson.eneineering
Roof Panel:
Size�Motexnzsd
Louver
MA -TOP
` 927
__LL
lb -ft
„v{
MA -earl
-
y 4b0
Ib -ft
Length
= r 1350ft
Width
- C;�''_�b
It
Moue
= 139 Ib -ft < MA-roP
OKI
MDL -WL
= 155 Ib -ft < MA -Top
OKI
MoeOL-WL
= 115 lb -ft <MA-eorr
OKI
ROL,LL
= 41 Ib
ROL,WL
= 461b
RO.eoL-WL
= 34 lb
Restraining Bar to
Size
-
#10TEK 7�CREW
Pivot Bar:
# of
TMA
x
140.
Ib
Spacing
=
12`00
in
Tributary
6 ZS
ft
To 60LWL=
64 lb<TMAX
OKI
Pivot Bar to
Size
il,"f,$OREW
Beam/Ledger:
VA
21b
3�'
# of
1
VLL-MAX
=
402
lb
Trib W.
675
ft
Spacing
_
; 12 00
in
VOL -UL
= 78 lb < VLL-MAX
OKI
Ledger to Wall:
Size
=
'1/4oLag Sbrew
�� 7
VA
'rp 50
lb
9 Y
# of
-
3
Cd-LusL
-
s. s 1.25
VLL-MAX
= 563 lb
Trib W
-_.
6751ft
SpacingtBOQ
in
VOL -UL
= 104 Ib < VLL-MAX
OKI
03/18/22 Page 3 of 13
McPherson Engineering
ZMC4PPE
McPherson Engineering
McPherson Engineering
9240 Limonite Avenue
Jurupa Valley, CA 92509
P:909.566.0066
www. mcpherson.engi neeri ng
Beam:
Size
-
2%6X0 120 Beam
�_
PDeDL-WL =
MA
-
110 Ib (LRFD)
M,.t =
986 Ib -ft (LRFD)
Length
ft
TributaryOverhang
1ft
S 0
ft
MDL.LL
= 1301 Ib -ft < MA
OKI
RDL+LL
= 449 lb
Beam to Wall:
SizelageFekv
VA
na? x,50
Ib
'3'
#of
25
Cd-LUS
_ 1
Vu --Max
= 563 lb
VDL.LL
= 449 Ib < VLL-Mac
OKI
Beam to Post:
Size
�l8 (baU,Bolt
VA2L9$2
Ib
# of
VLL-Max
= 29821b
VDL+LL
= 449 Ib < VLL-Mac
OKI
Post:
Size
7 7
- Bx6X0 1�6° Post
Height
_ 90 ft
PMax
= 63234 lb
MMAx
= 13333 lb
Trib L
5 7r9 ft
Tri b W
-
.._A 75 ft
PoL
= 59 lb
PLL
= 391 Ib
PDLILL
= 450 Ib < Pmm
OKI
Vp.t
= 77 lb
M,.t
= 690 Ib -ft < Mmm
OKI
Unity
= 0.06 < 1.00
OKI
Input Info for Base Plate Anchorage Analvsis:
0
= 1.25
V" x O
= 137 Ib (LRFD)
M,.t
= 1232 Ib -ft (LRFD)
Po 6DL-WL
= 370 lb
Input Info for F000ting Analysis:
PDL =
59 Ib
PLL =
391 Ib
PDeDL-WL =
370 lb
Vpost =
110 Ib (LRFD)
M,.t =
986 Ib -ft (LRFD)
03/18/22 Page 4 of 13
McPherson Engineering
®' Anchor DesignerTM
Software
r - Version 3.0.7947.0
1I.Proiect information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACl 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in-place
Material: AS
Diameter (inch): 0.500
Effective Embedment depth, her (inch): 6.000
Anchor category: -
Anchor ductility: Yes
hmm (inch): 7.88
Cmm (inch): 3.00
Smm (inch): 3.00
Company: Date:
3/15/2022
Engineer: Page:
1/5
Project:
Address:
Phone:
E-mail:
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Bolt- Pi (1/2"0)
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, f. (psi): 2500
qj,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore Edo requirement: No
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 10.00 x 10.00 x 0.25
Yield stress: 36000 psi
Profile type/size: HSS6X6X3/16
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
03/18/22 Page 5 of 13
McPherson Engineering
Anchor DesignerTM
r r
Software
- Version 3.0.7947.0
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.2.3.4.3 (d) is satisfied
Ductility section for shear: 17.2.3.5.3 (c) is satisfied
Do factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 370
Vuax [Ib]: 137
Vuav [Ib]: 0
Mux [ft -Ib]: 0
Muy [ft -Ib]: 1232
M. [ft -lb]: 0 _
<Figure 1>
Company:
Date:3/15/2022
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z 370 lb;
Ab
WIM
0lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
03/18/22 Page 6 of 13
McPherson Engineering
Anchor DesignerTIM
r
Software
- Version 3.0.7947.0
<Figure 2>
Company: Date: 3/15/2022
Engineer: Page: 3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5958 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax: 925.847.3871 wwwatrongtie.com
03/18/22 Page 7 of 13
McPherson Engineering
Anchor Designer TM
Software
r r
Version 3.0.7947.0
3. Resultina Anchor -Far
Company:
Date: 3/15/2022
Engineer:
Page: 4/5
Project:
Address:
Phone:
E-mail:
Anchor Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nu. (lb)
W. (lb)
Vu2y (Ib)
4(Vua.)2+(V.,)2 (lb)
1 0.0
34.3
0.0
34.3
2 0.0
34.3
0.0
34.3
3 977.4 34.3
4 977.4 34.3
0.0
0.0
Sum 1954.9 137.0
0.0
Maximum concrete compression strain (%o): 0.04
<Figure 3>
Maximum concrete compression stress (psi): 173
Resultant tension force (Ib): 1955
Resultant compression force (Ib): 1585
Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
4 Steel Strength of Anchor in Tension (Sec. 17.4.11
Nse (lb) d - ^N (lb)
8235 0.75 6176
5 Concrete Breakout Strength of Anchor in Tension (Sec. 17 4.2)
Nb = kca. *' hert.5 (Eq. 17.4.2.2a)
ke 7w fu (psi) her (in) Nb (Ib)
24.0 1.00 2500 6.000 17636
34.3
34.3
o4 0
Y
01 0
0.750Ncbg =0.750 (ANc/AN=)'Y ,N yeaN'PcN'Pn,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b)
ANc (in 2) AN. (int) c,.. (In) ip6N Y"kN yc.N Vfcp.N Nb (lb) d 0.75^N (Ib)
536.25 324.00 - 1.000 1.000 1.00 1.000 17636 0.70 15325
6 Pullout Strength of Anchor in Tension (Sec 17.4 31
0.75r6Npn = 0.75O9'c,PNu = 0.750V'c,P8Abmfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
y/e,P Ab, (int) Fc (psi) 0 0.750NN„ (Ib)
1.0 1.57 2500 0.70 16496
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
03/18/22 Page 8 of 13
McPherson Engineering
Anchor DesignerTM
r r
Software
- Version 3.0.7947.0
8. Steel Strength of Anchorin Shear (Sec. 17.5.11
V,e (Ib) 0',m
4940 1.0
09mutovsa (Ib)
Company:
Date:
3/15/2022
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
OVcpg = oko Ncbg = ykcP(ANc/ANm) P ,NTT ,NT N yagNNb (Sec. 17.3.1 & Eq. 17.5.3.1b)
kcP ANc (Ind) AN. (Irl) %1N TWN PN 9"CP.N Nb (Ib) d OV g (lb)
2.0 756.25 324.00 1.000 1.000 1.000 1.000 17636 0.70 57631
11. Results
Interaction of Tensile
and Shear Forces (Sec. 17.6.1
Tension
Factored Load, Ni,a (Ib)
Design Strength, oNn (Ib)
Ratio
Status
Steel
977
6176
0.16
Pass (Governs)
Concrete breakout
1955
15325
0.13
Pass
Pullout
977
16496
0.06
Pass
Shear
Factored Load, W. (Ib)
Design Strength, oVn (Ib)
Ratio
Status
Steel
34
3211
0.01
Pass (Governs)
Pryout
137
57631
� ��
Pass
Interaction check N.WONnyvwoyn Combined Ratio Permissible Status
Sec. 17.6.1 0.16 0.00 15.8% 1.0 Pass
PAB4 (1/2"0) with hef = 6.000 inch meets the selected design criteria.
12. Warninas
- Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify.
Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify.
Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 www.strongtie.com
03/18/22 Page 9 of 13
McPherson Engineering
McPherson Engineering
Ryan McPherson, P.E.
AMSC 9240 Limonite Avenue
G Jurupa Valley, CA 92509
McPherson Engineeririg (909)-566-0066
Project Title: The Schear Residence
Engineer: J.C.W.
Project ID: 22-2235
Project Descr:Attached Patio Cover
Printed: 16 MAR 2022, 4 46P
General Footing
Software convdoht ENERCALC: INC.1983-2020 BUI1d:12:20.8.24
Post Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
N Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use fig wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Width parallel to X -X Axis =
Length parallel to Z -Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X -X Axis =
pz : parallel to Z -Z Axis
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
2.50 It
2.50 ft
18.0 in
in
in
in
3.0 in
Bars parallel to X -X Axis
Number of Bars = 5
Reinforcing Bar Size = # 4
Bars parallel to Z -Z Axis
Number of Bars = 5.0
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
P: Column Load
OB : Overburden
M-xx
M-zz
V -x
V -z
D
0.0590
Soil Design Values
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
40.0 ksi
Increase Bearing By Footing Weight =
No
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
200.0 pcf
150.0 pcf
Soil/Concrete Friction Coeff. =
0.250
0.90
0.750
Increases based on footing Depth
Footing base depth below soil surface =
1.50 ft
=
Allow press. increase per foot of depth =
ksf
= 0.00180
when footing base is below =
ft
= 1.10:1
= 1.10 :1
Increases based on footing plan dimension
Yes
Allowable pressure increase per foot of depth
Yes
=
ksf
No
when max. length or width is greater than
=
ft
No
2.50 It
2.50 ft
18.0 in
in
in
in
3.0 in
Bars parallel to X -X Axis
Number of Bars = 5
Reinforcing Bar Size = # 4
Bars parallel to Z -Z Axis
Number of Bars = 5.0
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
P: Column Load
OB : Overburden
M-xx
M-zz
V -x
V -z
D
0.0590
0.3910
-0.370 k
ksf
k -ft
0.9860 k -ft
0.110 k
k
03/18/22 Page 10 of 13
McPherson Engineering
h
5
�
$
F
�„e{P
{
r
a1w
I
I 2
0.3910
-0.370 k
ksf
k -ft
0.9860 k -ft
0.110 k
k
03/18/22 Page 10 of 13
McPherson Engineering
McPherson Engineering
Ryan McPherson, P.E.
C 9240 Limonite Avenue
C Jurupa Valley, CA 92509
McPherson EngineerhIg (909)-566-0066
Project Title: The Scheer Residence
Engineer: J.C.W.
Project ID: 22-2235
Project Descr:Attached Patio Cover
Printed: 18 MAR 2022, 4:46PM
General Footing Software rnpyright ENERCALC, INC. 1983-2020 Bw4:12.20.8.24
DESCRIPTION: Post Footing
Load Combination...
DESIGNSUMMARV
Resisting Moment
Stability Ratio
Status
X -X. D Only
�' ' •
0.0 k -ft
Min. Ratio
Item
Applied
None
Capacity
Governing Load Combination
OK
PASS 0.4627
Soil Bearing
0.6941 ksf
Infinity
1.50 ksf
+0.60D+0.70E about Z -Z axis
None
PASS We
Overturning - X -X
0.0 k -ft
X-X.+D+0.750Lr+0.450W
0.0 k -ft
No Overturning
Infinity
PASS 1.364
Overturning -Z-Z
0.8057 k -ft
0.0 k -ft
1.099 k -ft
+0.60D+0.70E
X -X. +0.60D+0.60W
PASS 10.160
Sliding -X-X
0.0770 k
OK
0.7823 k
+0.60D+0.70E
0.0k -ft
PASS We
Sliding - Z -Z
0.0 k
None
0.0 k
No Sliding
OK
PASS 3.960
Uplift
-0.2220 k
Infinity
0.8792 k
+0.60D+0.60W
None
PASS 0.01714
Z Flexure (+X)
0.3021 k-ft/ft
Z -Z, +D+Lr
17.624 k-ft/ft
+0.90D+E
Infinity
PASS 0.01133
Z Flexure (-X)
0.1996 k-ft/ft
0.0k -ft
17.624 k-ft/ft
+1.20D+E
Z -Z, +D+0.60W
PASS 0.004939
X Flexure (+Z)
0.08705 k-ft/ft
OK
17.624 k-ftlft
+1.20D+1.60Lr
0.0k -ft
PASS 0.004939
X Flexure (-Z)
0.08705 k-ft/ft
None
17.624 k-ft/ft
+1.20D+1.60Lr
OK
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 We
2 -way Punching
0.5803 psi
75.0 psi
+1.20D+1.60Lr
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location Actual 1 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
0.2344
0.2344
n/a n/a
0.156
X -X, +D+Lr
1.50
nla 0.0
0.2970
0.2970
n/a n/a
0.196
X -X. +D+0.750Lr
1.50
n/a 0.0
0.2814
0.2814
n/a n/a
0.186
X -X. +D+0.60W
1.50
n/a 0.0
0.1989
0.1989
n/a n/a
0.133
X -X +D+0.750Lr+0.450W
1.50
n/a 0.0
0.2547
0.2547
n/a n/a
0.170
X -X. +D+0.450W
1.50
nla 0.0
0.2078
0.2078
n/a n/a
0.139
X -X +0.60D+0.60W
1.50
n/a 0.0
0.1051
0.1051
n/a n/a
0.070
X-X,+D+0.70E
1.50
We 0.0
0.2344
0.2344
n/a n/a
0.156
X-X.+D+0.5250E
1.50
n/a 0.0
0.2344
0.2344
n/a n/a
0.156
X-X.+0.60D+0.70E
1.50
n/a 0.0
0.1407
0.1407
n/a n/a
0.094
Z -Z. D Only
1.50
0.0 We
n/a
n/a
0.2344 0.2344
0.156
Z -Z, +D+Lr
1.50
0.0 n/a
n/a
n/a
0.2970 0.2970
0.198
Z -Z, +D+0.750Lr
1.50
0.0 n/a
n/a
n/a
0.2814 0.2814
0.188
Z -Z, +D+0.60W
1.50
0.0 n/a
n/a
n/a
0.1989 0.1989
0.133
Z -Z. +D+0.750Lr+0.450W
1.50
0.0 n/a
n/a
n/a
0.2547 0.2547
0.170
Z -Z, +D+0.450W
1.50
0.0 n/a
n/a
n/a
0.2078 0.2078
0.139
Z-Z.+0.60D+0.60W
1.50
0.0 n/a
We
n/a
0.1051 0.1051
0.070
Z-Z.+D+0.70E
1.50
6.598 n/a
n/a
We
0.0 0.5548
0.370
Z -Z. +D+0.5250E
1.50
4.949 We
n/a
nla
0.004719 0.4642
0.310
Z -Z, +0.60D+0.70E
1.50
10.997 We
n/a
nla
0.0 0.6941
0.463
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
X -X. D Only
None
0.0 k -ft
Infinity
OK
X-X.+D+Lr
None
0.0k -ft
Infinity
OK
X-X.+D+0.750Lr
None
0.0k -ft
Infinity
OK
X -X. +D+0.60W
None
0.0 k -it
Infinity
OK
X-X.+D+0.750Lr+0.450W
None
0.0k -ft
Infinity
OK
X -X. +D+0.450W
None
0.0 k -ft
Infinity
OK
X -X. +0.60D+0.60W
None
0.0 k -ft
Infinity
OK
X-X+D+0.70E
None
0.0k -ft
Infinity
OK
X-X,+D+0.5250E
None
0.0k -ft
Infinity
OK
X-X,+o.60D+0.70E
None
0.0k -ft
Infinity
OK
Z -Z, D Only
None
0.0 k -ft
Infinity
OK
Z -Z, +D+Lr
None
0.0 k -ft
Infinity
OK
Z-Z,+D+0.750Lr
None
0.0k -ft
Infinity
OK
Z -Z, +D+0.60W
None
0.0 k -ft
Infinity
OK
Z-Z,+D+0.750Lr+0A50W
None
0.0k -ft
Infinity
OK
Z -Z, +D+0.450W
None
0.0 k -ft
Infinity
OK
03/18/22 Page 11 of 13
McPherson Engineering
McPherson Engineering
Ryan McPherson, P.E.
xmcp�e 9240 Limonite Avenue
Jurupa Valley, CA 92509
McPherson Englneeririq (909)-566-0066
Project Title: The Scheer Residence
Engineer: J.C.W.
Project ID: 22-2235
Project Descr:Attached Patio Cover
Printed: 18 MAR 2022. 4:46PM
""' n""' "
General Footing Soffware coovriahl ENERCALC. INC. 19832020 BwId.1220.8.24
Post Footing
Rotation Axis &
Sliding Force
Resisting Force
Stability Ratio
Status
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Z -Z, +0.60D+0.60W
None
0.0 k -ft
Inf nits
OK
Z -Z, +D+0.70E
0.8057 k -ft
1.832 k -ft
2.273
OK
Z -Z, +D+0.5250E
0.6043 k -ft
1.832 k -ft
3.031
OK
Z -Z. +0.60D+0.70E
0.8057 k -ft
1.099 k -ft
1.364
OK
_.... _......
0.0 k
0.8872 k
No Sliding
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
X -X. D Only
0.0 k
0.9288 k
No Sliding
OK
X -X. +D+Lr
0.0 k
1.027 k
No Sliding
OK
X -X. +D+0.750Lr
0.0 k
1.002 k
No Sliding
OK
X -X. +D+0.60W
0.0 k
0.8733 k
No Sliding
OK
X -X. +D+0.750Lr+0.450W
0.0 k
0.9605 k
No Slidinq
OK
X -X, +D+0.450W
0.0 k
0.8872 k
No Sliding
OK
X -X. +0.60D+0.60W
0.0 k
0.7268 k
No Sliding
OK
X -X. +D+0.70E
0.0770 k
0.9288 k
12.063
OK
X -X. +D+0.5250E
0.05775 k
0.9288 k
16.083
OK
X -X, +0.60D+0.70E
0.0770 k
0.7823 k
10.160
OK
Z -Z. D Only
0.0 k
0.9288 k
No Slidinq
OK
Z -Z, +D+Lr
0.0 k
1.027 k
No Slidinq
OK
Z -Z, +D+0.750Lr
0.0 k
1.002 k
No Slidinq
OK
Z -Z, +D+0.60W
0.0 k
0.8733 k
No Slidinq
OK
Z -Z, +D+0.70E
0.0 k
0.9288 k
No Slidinq
OK
Z -Z, +D+0.5250E
0.0 k
0.9288 k
No Slidinq
OK
Z -Z, +0.60D+0.70E
0.0 k
0.7823 k
No Slidinq
OK
Z -Z, +D+0.7501-r+0.450W
0.0 k
0.9605 k
No Slidinq
OK
Z -Z, +D+0.450W
0.0 k
0.8872 k
No Slidinq
OK
Z -Z, +0.60D+0.60W
0.0 k
0.7268 k
No Slidinq
OK
Footino Flexure
17.624
OK
X -X. +1.20D+0.50W
0.01428
Flexure Axis & Load Combination
Mu
k -ft
Side
Tension
Surface
As Req'd
1nA2
Gvrn. As
i02
Actual As
in A2
Phi"Mn
k -ft
Status
X -X, +1.40D
0.01033
+Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.40D
0.01033
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+0.50Lr
0.03329
+Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+0.50Lr
0.03329
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D
0.008850
+Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D
0.008850
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+1.60Lr
0.08705
+Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+1.60Lr
0.08705
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+1.60Lr+0.50W
0.06393
+Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X, +1.20D+1.60Lr+0.50W
0.06393
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+0.50W
0.01428
+Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+0.50W
0.01428
-Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+0.50Lr+W
0.01296
+Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+0.50Lr+W
0.01296
-Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+W
0.03740
+Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+W
0.03740
-Z
Too
0.3888
Min TemD %
0.40
17.624
OK
X -X. +0.90D+W
0.03961
+Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +0.90D+W
0.03961
-Z
Too
0.3888
Min Temp %
0.40
17.624
OK
X -X. +1.20D+E
0.008850
+Z
Bottom
0.3888
Min TemD %
0.40
17.624
OK
X -X. +1.20D+E
0.008850
-Z
Bottom
0.3888
Min TemD %
0.40
17.624
OK
X -X, +0.90D+E
0.006638
+Z
Bottom
0.3888
Min TemD %
0.40
17.624
OK
X -X, +0.90D+E
0.006638
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z, +1.40D
0.01033
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z, +1.40D
0.01033
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z, +1.20D+0.50Lr
0.03329
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z, +1.20D+0.50Lr
0.03329
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z, +1.20D
0.008850
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z. +1.20D
0.008850
+X
Bottom
0.3888
Min Temo %
0.40
17.624
OK
Z -Z. +1.20D+1.60Lr
0.08705
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z -Z. +1.20D+1.60Lr
0.08705
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
03/18/22 Page 12 of 13
McPherson Engineering
McPherson Engineering
AM
Ryan McPherson, P.E.
C C 9240 Limonite Avenue
G Jurupa Valley, CA 92509
McPherson Engineering (909)-566-0066
Project Title: The Scheer Residence
Engineer: J.C.W.
Project ID: 22-2235
Project Descr:Attached Patio Cover
Printed: 18 MAR
4 46P
"'"" """"e V"""`""
General Footing Software wmdaht ENERCALC.INC. 1983-2020. euild:12.20.8.24
DESCRIPTION: Post Footing
Footing Flexure
Flexure Anis 8 Load Combination
Mu
k -ft
Side
Tension
Surface
As Req'd
inA2
Gvrn. As
inA2
Actual As
inA2
Phi*Mn
k -ft
Status
Z -Z. +1.20D+1.6OLr+0.50W
0.06393
-X
Bottom
0.3888
Min
Temp %
0.40
17.624
0.00 osi
OK
Z -Z. +1.20D+1.6OLr+0.50W
0.06393
+X
Bottom
0.3888
Min
Temp %
0.40
17.624
0.00 osi
OK
Z -Z, +1.20D+0.50W
0.01428
-X
Too
0.3888
Min
Tem) %
0.40
17.624
75.00 osi
OK
Z -Z. +1.20D+0.50W
0.01428
+X
Too
0.3888
Min
Temp %
0.40
17.624
OK
OK
Z -Z. +1.20D+0.5OLr+W
0.01296
-X
Too
0.3888
Min
Tem) %
0.40
17.624
0.00 osi
OK
Z -Z. +1.20D+0.5OLr+W
0.01296
+X
Too
0.3888
Min
Tem) %
0.40
17.624
0.00 osi
OK
Z -Z. +1.20D+W
0.03740
-X
Too
0.3888
Min
Temp %
0.40
17.624
0.00 Psi
OK
Z -Z. +1.20D+W
0.03740
+X
Too
0.3888
Min
Temp %
0.40
17.624
0.00
OK
Z -Z, +0.90D+W
0.03961
-X
Too
0.3888
Min
Temp %
0.40
17.624
Two -Way "Punching" Shear
OK
Z -Z, +0.90D+W
0.03961
+X
Too
0.3888
Min
Temp %
0.40
17.624
Phi*Vn
OK
Z -Z. +1.20D+E
0.1996
-X
Too
0.3888
Min
Temp %
0.40
17.624
0.000459
OK
Z -Z. +1.20D+E
0.2608
+X
Bottom
0.3888
Min
Temp %
0.40
17.624
OK
Z -Z. +0.90D+E
0.1582
-X
Too
0.3888
Min
Tem) %
0.40
17.624
+1,20D+1.6OLr
OK
Z -Z. +0.90D+E
0.3021
+X
Bottom
0.3888
Min
Tem) %
0.40
17.624
0.43 osi
OK
One Wav Shear
0.002841
OK
+1.20D+0.50W
0.10 psi
150.00Dsi
0.000634
Load Combination...
Vu @-X
Vu @+X Vu
@-Z Vu @+Z
Vu:Max
Phi Vn Vu 1 Phi*Vn
Status
+1.40D
0.00 osi
0.00 Psi
0.00 Psi
0.00 psi
0.00 psi
75.00 Psi
0.00
OK
+1.20D+0.5OLr
0.00 osi
0.00 osi
0.00 osi
0.00 Psi
0.00 Psi
75.00 osi
0.00
OK
+1.20D
0.00 osi
0.00 osi
0.00 osi
0.00 osi
0.00 Psi
75.00 osi
0.00
OK
+1.20D+1.6OLr
0.00 osi
0.00 osi
0.00 osi
0.00 osi
0.00 Psi
75.00 osi
0.00
OK
+1.20D+1.6OLr+0.50W
0.00 Psi
0.00 Psi
0.00 osi
0.00 Psi
0.00 Psi
75.00 Psi
0.00
OK
+1.20D+0.50W
0.00 Psi
0.00 Psi
0.00 osi
0.00 Psi
0.00 Psi
75.00 osi
0.00
OK
+1.20D+0.5OLr+W
0.00 osi
0.00 psi
0.00 osi
0.00 osi
0.00 Psi
75.00 osi
0.00
OK
+1.20D+W
0.00 Psi
0.00 psi
0.00 osi
0.00 psi
0.00 Psi
75.00 psi
0.00
OK
+0.90D+W
0.00 Psi
0.00 Psi
0.00 osi
0.00 Psi
0.00 Psi
75.00 psi
0.00
OK
+1.20D+E
0.00 Psi
0.00 osi
0.00 osi
0.00 Psi
0.00 Psi
75.00 psi
0.00
OK
+0.90D+E
0.00 Psi
0.00 Psi
0.00 osi
0.00 osi
0.00 Psi
75.00 psi
0.00
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.401)
0.07 Psi
150.00Dsi
0.000459
OK
+1.20D+0.5OLr
0.22 psi
150.00Dsi
0.001479
OK
+1.20D
0.06 osi
150.00osi
0.000393
OK
+1,20D+1.6OLr
0.58 osi
150.00osi
0.003869
OK
+1.20D+1.6OLr+0.50W
0.43 osi
150.00Dsi
0.002841
OK
+1.20D+0.50W
0.10 psi
150.00Dsi
0.000634
OK
+1.20D+0.5OLr+W
0.09 osi
150.00osi
0.000576
OK
+1.20D+W
0.25 osi
150.00osi
0.001662
OK
+0.90D+W
0.26 osi
150.00Dsi
0.001761
OK
+1.20D+E
0.13 Psi
150.00osi
0.000897
OK
+0.90D+E
0.26 Psi
150.00osi
0.001758
OK
03/18/22 Page 13 of 13
McPherson Engineering