Extracted text (via pymupdf)
15390 characters
David Grapsas, P.E.
Principal
John Elder, P.E.
Principal
Phoenix, AZ
480-454-6408
www.unitedstr.com
www.unitedstr.com
Structural Calculations
PROJECT ADDRESS
ISSUE DATE
ENGINEER
75th AVE & GLENDALE
75TH AVE AND GLENDALE,
GLENDALE, ARIZONA
07/2022
DG
21285
PROJECT NUMBER
8'-0" CMU Site Wall
1 of 11
07/21/2022
EXPIRES: 03/31/2025
David Grapsas, P.E.
Principal
John Elder, P.E.
Principal
Phoenix, AZ
480-454-6408
www.unitedstr.com
www.unitedstr.com
Structural Calculations
8'-0" CMU Site Wall
2 of 11
PHOENIX, AZ
(602) 888-1143
www.unitedstr.com
REFERENCE SHEET
SHEET NUMBER
PROJECT NUMB
R
75th Ave & Glendale
21285
75TH AVE AND GLENDALE,
GLENDALE, ARIZONA
SK-001R
1. (1) #5 IN 8" DEEP CONTINUOUS
GROUTED BOND BEAM.
2. 8" MASONRY WALL WITH #5
VERTS AT 32" O.C. GROUT
SOLID BELOW GRADE.
3. FINISHED GRADE OR
CONCRETE SLAB AS OCCURS.
4. DOWELS TO MATCH AND LAP
VERTICAL WALL
REINFORCING. LAP PER
TYPICAL LAP SCHEDULE.
5. CONCRETE FOOTING WITH
(5) #5 CONTINUOUS AND #5 AT
18" O.C. TRANSVERSE.
6. 90 DEGREE BEND.
7. FOR TOP OF WALL ELEVATION
SEE ARCH'L, 8'-0" MAXIMUM.
CLR
3"
2
1
1
3
6
5
NOTE 7
4' - 0"
1' - 0"
2'-0" MIN
PER GSN
4
NOTES:
•
AT DRAIN BLOCK WALL
OPENINGS, PROVIDE (2) #5
HORIZONTALS IN 8" DEEP
SOLID GROUTED BOND BEAM
ABOVE OPENING.
•
PROVIDE MASONRY CONTROL
JOINTS AT 24'-0" O.C. MAXIMUM
PER GSN.
•
FOOTING EMBEDMENT DEPTH
SHALL BE MEASURED FROM
LOWEST ADJACENT GRADE
WITHIN 5'-0" OF FOOTING.
NO SCALE
A1
8'-0" MAXIMUM FREE STANDING MASONRY WALL AND PROPERTY LINE FOOTING
3240-1S-22
198-04
3 of 11
07/21/2022
EXPIRES: 03/31/2025
4 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
1.00
8.00
0.00
12.00
1,500.0
45.0
0.0
389.0
Criteria
Soil Data
Retained Height
=
ft
Wall height above soil
=
ft
Active Heel Pressure
=
psf/ft
Slope Behind Wall
Height of Soil over Toe
in
Water height over heel
=
ft
=
=
110.00
=
pcf
=
Soil Density, Heel
=
Passive Pressure
=
psf/ft
Allow Soil Bearing
=
psf
Soil Density, Toe
110.00 pcf
Footing||Soil Friction
=
0.400
Soil height to ignore
for passive pressure
=
12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads
Adjacent Footing Load
Load Type
0.0
Lateral Load
=
0.0 #/ft
0.0
0.0
0.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist
=
0.00 ft
Wind on Exposed Stem
psf
16.0
=
Lateral Load Applied to Stem
Surcharge Over Heel
=
psf
Adjacent Footing Load
=
0.0 lbs
Axial Dead Load
(Service Level)
=
lbs
Footing Type
Spread Footing
Surcharge Over Toe
psf
Footing Width
=
0.00 ft
...Height to Top
=
0.00 ft
Eccentricity
=
0.00 in
...Height to Bottom
=
0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
=
0.0 ft
Axial Live Load
=
Base Above/Below Soil
lbs
=
Axial Load Eccentricity
=
=
Poisson's Ratio
0.300
at Back of Wall
in
(Service Level)
Wind (W)
=
5 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Design Summary
Wall Stability Ratios
Overturning
=
2.77
Global Stability
=
11.30
OK
Sliding
=
5.74 OK
Total Bearing Load
=
1,669 lbs
...resultant ecc.
=
13.49 in
Eccentricity outside middle third
Soil Pressure @ Toe
=
1,270 psf OK
Soil Pressure @ Heel
=
0 psf OK
Allowable
=
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
=
1,778 psf
ACI Factored @ Heel
=
0 psf
Footing Shear @ Toe
=
0.0 psi OK
Footing Shear @ Heel
=
9.1 psi OK
Allowable
=
82.2 psi
Sliding Calcs
Lateral Sliding Force
=
218.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability
=
0.0
=
667.5
583.5
==
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type
=
Stem Construction
2nd
Bottom
Stem OK
Stem OK
Shear.....Actual
Design Height Above Ftg
=
5.33
ft
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Thickness
=
8.00
8.00
Rebar Size
=
#
#
5
5
Rebar Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Center
Design Data
fb/FB + fa/Fa
=
0.159
0.955
Total Force @ Section
=
58.7
150.5
lbs
Moment....Actual
=
107.8
647.5
ft-#
Moment.....Allowable
=
677.6
677.6
ft-#
=
0.6
1.6
psi
Shear.....Allowable
=
51.3
52.6
psi
Wall Weight
=
78.0
78.0
psf
Rebar Depth 'd'
=
3.81
in
3.81
Masonry Data
f'm
=
2,000
2,000
psi
Fs
=
psi
20,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ratio 'n'
=
16.11
16.11
Equiv. Solid Thick.
=
7.63
7.63
in
Concrete Data
f'c
=
psi
Fy
=
Masonry Design Method
ASD
=
Load Factors
Building Code
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
psi
Service Level
=
lbs
Strength Level
Service Level
Strength Level
=
ft-#
Service Level
Strength Level
=
psi
Design Method
=
ASD
ASD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)
=
91.50
91.50
in2
6 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
0.00
4.00
12.00
Footing Torsion, Tu
=
=
ft-lbs
0.00
Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=
ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=
3,000 psi
Toe Width
=
ft
Heel Width
=
Key Distance from Toe
Key Depth
Key Width
=
in
=
in
=
0.00
0.00
0.00 ft
Footing Thickness
=
in
4.00
=
Cover @ Top
=
2.00
in
@ Btm.=
3.00 in
Total Footing Width
=
150.00 pcf
Footing Concrete Density
Fy =
60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: Flush toe condition. No reinforcing required.
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
= None Spec'd
=
=
=
=
=
1,778
0
0
0
0.00
0.00
Heel:
0
0
1,907
1,907
9.12
82.16
Heel
Toe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing
= # 5 @ 18.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing
=
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.04
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
phiMn
8,822
=
NG
OK
Flush toe condition. No reinforcing required.
OK - Flush
7 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING.....
.....OVERTURNING.....
Force
Distance
Moment
Distance
Moment
Item
Force
ft-#
lbs
ft
ft
ft-#
lbs
Sloped Soil Over Heel
=
Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=
Adjacent Footing Load
Axial Dead Load on Stem =
=
* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
128.0
6.00
768.0
=
=
=
=
=
Stem Weight(s)
=
702.0
0.33
234.0
Earth @ Stem Transitions
=
Footing Weight
=
600.0
2.00
1,200.0
Key Weight
=
Added Lateral Load
lbs
=
828.0
Vert. Component
Total
=
1,668.7
2,289.6
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Total =
R.M.
=
218.0
O.T.M.
=
Resisting/Overturning Ratio
=
2.77
Vertical Loads used for Soil Pressure =
1,668.7
lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
366.7
2.33
2.33
855.6
855.6
Watre Table
Buoyant Force
=
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
90.0
0.67
60.0
Hydrostatic Force
Tilt
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)
0.079
in
8 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 5.33 ft above top of footing
Calculated Rebar Stress, fs = 3180.47 psi
Lap Splice length for #5 bar specified in this stem design segment =
25.00 in
Development length for #5 bar specified in this stem design segment =
12.00 in
_____________________________________________________________________________________
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 19112.14 psi
Lap Splice length for #5 bar specified in this stem design segment =
35.84 in
Development length for #5 bar specified in this stem design segment =
35.84 in
Hooked embedment length into footing for #5 bar specified in this stem design segment =
6.39 in
As Provided =
0.1163 in2/ft
As Required =
0.1146 in2/ft
9 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
10 of 11
Cantilevered Retaining Wall
LIC# : KW-06012847, Build:20.22.7.14
United Structural Design
(c) ENERCALC INC 1983-2022
DESCRIPTION: 8'-0" Cantilevered Wall Property Line
Project File: Site Wall Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
11 of 11
October 26, 2022
N. 757H A9E.
:. GLENDALE A9E.
PROPOSED
RETAIL
PROPOSED
SHOPS
PROPOSED
DRIVE-THRU
PROPOSED
DRIVE-THRU
PROPOSED
RETAIL
PROPOSED
COFFEE
:. GLENDALE A9E.
W
W
G
C
EE
EE
EE
EE
EE
C
C
C
C
C
BF
G
E
E
C
BF
G
G
G
W
W
BF
BF
W
W
W
W
CO
CO
CO
CO
CO
CO
CO
CO
CO
W
W
BF
BF
BF
BF
BF
BF
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO CO
CO CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
A
A
A
A
CO
CO
CO
CO
W
W
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
'*'8673522),1*
'*'8673522),1*
'*'8673522),1*
'(37+,1$///$1'6&$3($5($6
'(&20326('*5$1,7(
6&5((1('6$''/(%$&.%52:1
*$//21
%86+%28*$,19,//($
%28*$,19,//($
725&+*/2:
*$//21
'(6(5763221
'$6</,5,21:+((/(5,,
*$//21
5('<8&&$
+(63(5$/2(3$59,)/25$
*$//21
*$//21
*2/'0281'
/$17$1$0217(9,'(16,6
*$//21
25$1*(-8%,/((
7(&20$
25$1*(-8%,/((
*$//21
0(;,&$1%,5'2)3$5$',6(
&$(6$/3,1,$0(;,&$1$
*$//21
7(;$602817$,1/$85(/
623+25$6(&81',)/25$
%2;
08/*$ 653$36$33529('
$&$&,$$1(85$
%2;
:,//2:$&$&,$
$&$&,$6$/,&,1$
%2;
'(6(57086(803$/29(5'(
&(5&,',80
+<%5,'
/$1'6&$3(/(*(1'
*$//21
%$-$58(//,$
58(//,$3(1,168/$5,6
*$//21
7:,1)/2:(5('$*$9(
$*$9(*(01,)/25$
75$,/,1*3853/(
/$17$1$0217(9,'(16,6
CHECKED B<:
352JEC7 NR.:
D5A:N B<:
I668E DA7E:
N8MBE5
5E9I6I2N
DA7E
6HEE7 7I7LE:
6HEE7:
3.(602)265-0320
6FRWWVGDOH, AUL]RQD 85258
10450 N. 74WK 6WUHHW, 6XLWH 120
6I7E 3LANNING
85BAN DE6IGN
LAND6CA3E A5CHI7EC785E
7.J. MF48EEN & A662CIA7E6, INC.
EMAIL: WLPPFTXHHQ@WMPOD.QHW
C2N6EN7 F52M 7JMLA.
7.J. MF48EEN & A662C., INC. LAND6CA3E A5CHI7EC785E
2B7AINING 7HE E;35E66ED :5I77EN 3E5MI66I2N &
7HE< 72 BE A66IGNED 72 AN< 7HI5D 3A57< :I7H287
C23IED IN AN< F25M 25 MANNE5 :HA762E9E5, N25 A5E
7HE6E 3LAN6 A5E N27 72 BE 5E352D8CED, CHANGED 25
(7JMLA) E;35E66L< 5E6E59E6 I76 C2MM2N LA: C23<5IGH7
& 27HE5 3523E57< 5IGH76 IN 7HE6E 3LAN6.
C23IED IN
FI567
E
5
E
7
6
I
G
E
5
7
.
2
N
E
7
A
C
I
F
I
7
5
E
C
.
.
..
.
..
.
.
..
.
..
.
G
H
Q
J
L
6
H
W
D
D
MF48EEN
7IM27H< J.
27166
D
D
W
H
6
L
J
Q
H
G
.
..
.
..
.
.
..
.
..
.
.
L
A
N
D
6
C
A
3
E
D
A
5
C
H
I
7
E
C
A
5
I
=
2
N
A
8
.
6
.
A
.
(
,
3
;
(
5
6
12.10.21
LD.01
75WK A9E. AND GLENDALE 5E7AIL
GLENDALE, A5I=2NA
12.10.21
LAND6CA3E
20208
7JMC4
67AFF
2022-02-08 City Approved Landscape Plan
N. 75TH AVE.
W. GLENDALE AVE.
PROPOSED
RETAIL
PROPOSED
SHOPS
PROPOSED
DRIVE-THRU
PROPOSED
DRIVE-THRU
PROPOSED
RETAIL
PROPOSED
COFFEE
W. GLENDALE AVE.
W
W
G
C
EE
EE
EE
EE
EE
C
C
C
C
C
BF
G
E
E
C
BF
G
G
G
W
W
BF
BF
W
W
W
W
CO
CO
CO
CO
CO
CO
CO
CO
CO
W
W
BF
BF
BF
BF
BF
BF
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO CO
CO CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
A
A
A
A
CO
CO
CO
CO
W
W
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
*6,*+79,6,%,/,7<
'*'8673522),1*
'*'8673522),1*
'*'8673522),1*
6(6&/($5
=21(
'(37+,1$///$1'6&$3($5($6
'(&20326('*5$1,7(
6&5((1('6$''/(%$&.%52:1
*$//21
%86+%28*$,19,//($
%28*$,19,//($
725&+*/2:
*$//21
'(6(5763221
'$6</,5,21:+((/(5,,
*$//21
5('<8&&$
+(63(5$/2(3$59,)/25$
*$//21
*$//21
*2/'0281'
/$17$1$0217(9,'(16,6
*$//21
25$1*(-8%,/((
7(&20$
25$1*(-8%,/((
*$//21
0(;,&$1%,5'2)3$5$',6(
&$(6$/3,1,$0(;,&$1$
*$//21
7(;$602817$,1/$85(/
623+25$6(&81',)/25$
%2;
08/*$ 653$36$33529('
$&$&,$$1(85$
%2;
:,//2:$&$&,$
$&$&,$6$/,&,1$
%2;
'(6(57086(803$/29(5'(
&(5&,',80
+<%5,'
/$1'6&$3(/(*(1'
*$//21
%$-$58(//,$
58(//,$3(1,168/$5,6
*$//21
7:,1)/2:(5('$*$9(
$*$9(*(01,)/25$
75$,/,1*3853/(
/$17$1$0217(9,'(16,6
CHECKED BY:
PROJECT No.:
DRAWN BY:
ISSUE DATE:
NUMBER
REVISION
DATE
SHEET TITLE:
SHEET:
P.(602)265-0320
Scottsdale, Ari]ona 85258
10450 N. 74th Street, SXite 120
SITE PLANNING
URBAN DESIGN
LANDSCAPE ARCHITECTURE
T.J. McQUEEN & ASSOCIATES, INC.
EMAIL: timmcqXeen@tjmla.net
CONSENT FROM TJMLA.
T.J. McQUEEN & ASSOC., INC. LANDSCAPE ARCHITECTURE
OBTAINING THE EXPRESSED WRITTEN PERMISSION &
THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT
COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE
THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR
(TJMLA) EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT
& OTHER PROPERTY RIGHTS IN THESE PLANS.
COPIED IN
FIRST
E
R
E
T
S
I
G
E
R
T
.
O
N
E
T
A
C
I
F
I
T
R
E
C
.
.
..
.
..
.
.
..
.
..
.
d
e
n
g
i
S
e
t
a
D
McQUEEN
TIMOTHY J.
27166
D
a
t
e
S
i
g
n
e
d
.
..
.
..
.
.
..
.
..
.
.
L
A
N
D
S
C
A
P
E
D
A
R
C
H
I
T
E
C
A
R
I
Z
O
N
A
U
.
S
.
A
.
(
,
3
;
(
5
6
10.05.22
La.01
75th AVE. AND GLENDALE RETAIL
GLENDALE, ARIZONA
12.10.21
LANDSCAPE
20208
TJMCQ
STAFF
7+,6/$1'6&$3(3/$10((76:,7+7+(5(48,5(0(176
2)$//&,7<2)*/(1'$/(/$1'6&$3,1*&2'(6
=21,1*25',1$1&(6(&$1'081,&,3$/&2'(
&+$37(5 $1':,//%(,167$//(',168%67$17,$/
&21)250$1&(727+(6(3/$16
SCALE:
SITE SCREEN WALL - SECTION / ELEVATION
1/2" = 1'-0"
-
SECTION
4'-0"
ELEVATION
2'-0"
4'-0"
8" CMU SUPERLITE BLOCK WITH
STUCCO VENEER - PAINT
DET648 "WHITE PICKET FENCE"
MORTAR CAP
24"[12" CONCRETE FOOTING -
SEE STRUCTURAL DRAWINGS
FOR MORE INFO
LANDSCAPE
WHERE OCCURS
SEE STRUCTURAL DWGS.
FOR REINFORCEMENT INFO
GRADE
1'-0"
127726&$/(
Proposed Enhanced Landscape Plan 2022-10-13