0110-205 (BLCK) Structural CalcsAi a
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(6) � )QweN.-r )41 d"Iq E-
6.in Mas w/ #4 @ 24.in o/c
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DENNIS S. WISH
NO.C-041250 C—
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I L50 IQ!) 6'-V
6-3
#4@24.in
@Toe
Designer select
#0@18.in all horiz. reinf.
@ Heel See Appendix A
CI -TY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
------
DATE BY ------
V-3' 6
V-9.
00-
VA'
2-
. . . . . . . . . . . . . .
V-0 112"
#4@24.in
@Toe
Designer select
#0@18.in all horiz. reinf.
@ Heel See Appendix A
CI -TY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
------
DATE BY ------
V-3' 6
V-9.
00-
fr °PE
Mini-Lat 2002 version 1.092701
Structural Engineering Consultant Job. No. 141) Engineer: DSW Date: 17 -Oct -01
54.625 Avenida Bermudas. La Quinta California 92253 - 760.564.0884 Job Title: Checked: DSW Time: 13:31
Client Name
Address
Job Address
Description
Notes:
I Wood
Enter Code Used 97 UBC
IProperty wall to be extended to six feet I
The above wall was field inspected for size of foundation and stem steel. The inspection was done on
or about 1011/01. The foundation extended 16" at the toe side for a 64nch masonry wall w/ #4 vertical
rebar at 24 -inch on center. The following calculation determines the wind load for this area that will be
applied to the exposed section of wall.
Specifications:
vv000 rrammg per vvLLts vraoing nuies mumoer io
NOTE: ALL LUMBER TO BE KILN DRIED AND GRADE STAMPED UNLESS NOTED OTHERWISE
Code: 1997 Uniform Building Code
Steel: Anchor Bolts - A307, Threaded Rods - SAE 1018, Rebar - rs=40ksi for #3 or less, rs=60 ksi for all other
Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy=46 ksi
Concrete Pc=2,500 psi for all slabs, continuous foundations and spread footings - no inspection required.
rc=3,000 psi for all structural grade beams - inspection required.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION j
DATE BY I
014VDiaz Residence.xls
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SelectStructural________
--------------------------------
2_and Dee-er___
----------
1000
--------------- -----------
95
-----------
#1- - -
- ---------------------------
2" and Deeper
_____1450
1000
___
-675
------------------------625----
_ 95 625
-1900000
_1700000
#2-------
-------------------------- -------------
2" and Deeper ---
------ 875
----- ---
------------ -- ------ ---
_ 1600000
Stud Grade
2' and Deeper
500
325
-
---- 95 625_1400000
----------------------------------------
6X Members
__
______
----
-----------------------------------------
Selec_t Structural
--------------------
Posts
-----------
1500
----------
1000
--------------------------
85 625
-----------
#1Posts
1200
825
---- -- ---- _
85 625
-1600000
1600000
-----------------------------------------
#2
--------------------
Posts
-----------
700
----------
475
--------------------------
625
-----------
1300000
--------------------------------------
Select Structural
------------
Beams
------
1600
-----
950
------------85 ------
85 625
-
1600000
-----------------------------------------
#1
--------------------
Beams
-----------
----------
--------------------------
-----------
--------------------------------------
#2
Beams
---1350
875
-----675
425
------------ -- ------625
85 625
-1600000
1300000
---------------------------------------
GIu=Lam Beams
--------------------
-----------
----------
--------------------------
-----------
_
Unbalanced dry use
__I
24F--- OF%DF
IIWI-------
__________j
2400
1100
1800000
for cont.
--------
24F -V8 DF/DF
- --------
2400
1100
--5
-- ------ - ---------Balanced
161800000
-----------
or cantilevered
----------
----------
---------------
vv000 rrammg per vvLLts vraoing nuies mumoer io
NOTE: ALL LUMBER TO BE KILN DRIED AND GRADE STAMPED UNLESS NOTED OTHERWISE
Code: 1997 Uniform Building Code
Steel: Anchor Bolts - A307, Threaded Rods - SAE 1018, Rebar - rs=40ksi for #3 or less, rs=60 ksi for all other
Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy=46 ksi
Concrete Pc=2,500 psi for all slabs, continuous foundations and spread footings - no inspection required.
rc=3,000 psi for all structural grade beams - inspection required.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION j
DATE BY I
014VDiaz Residence.xls
I DESIGN LIVE AND DEAD LOADS
ROOF DEAD LOAD : ROOF TYPE f
Composition Roofing = 5.0 PSF
15132' Piwood Sheathing = 1.5 PSF
2x Roof & Ceiling Joists = 4.0 PSF
518" Gypsum ceiling I soffits = 3.2 PSF
1 = 0.0 PSF
= 0.0 PSF
SUB -TOTAL - 13.7 PSF
SLOPE CORRECTION "X17' :12 1.00 PSF
MISCELLANEOUS = 1.3 PSF
ROOF DEAD LOAD: = 15.00 PSF
ROOF SNOW LOAD: = 0.0 PSF
ROOF LIVE LOAD: _ 20.0 PSF
ROOFDEADLOAD: ROOFTYPE2
Enter Materials here = 20 PSF
Enter Materials here = 0 PSF
Enter Materials here = 0 PSF
Enter Materials here = 0 PSF
Enter Materials here = 0 PSF
Enter Materials here = 0 PSF
SUB -TOTAL - 20.0 PSF
SLOPE CORRECTION "X12' :12 1.00 PSF
MISCELLANEOUS 0.00 PSF
ROOF DEAD LOAD: = 20.0 PSF
ROOF SNOW LOAD: = 0.0 PSF
ROOF LIVE LOAD: = 20.0 PSF
EXTERIOR WALL LOADS: TYPICAL FLOOR DEAD LOAD
Stucco Walls = 20.0 PSF Enter Materials here = 12.0 PSF
Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF
Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF
Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF
Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF
Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF
TOTAL EXTERIOR WALL: = 20.0 PSF FLOOR DEAD LOAD: = 12.0 PSF
FLOOR LIVE LOAD: 0.0 PSF
INTERIOR WALL LOADS: DECKS OR BALCONYS
112" GYPSUM BD. (B.S.) = OA PSF Enter Materials here 0.0 PSF
2X6@16" OIC = 0.0 PSF Enter Materials here 0.0 PSF
MISCELLANEOUS = 0.0 PSF Eller Materials here 0.0 PSF
= 0.0 PSF DECK DEAD LOAD = 0.0 PSF
TOTAL INTERIOR WALL : = 0.0 PSF DECK LIVE LOAD 0.0 PSF
SOILS DATA:
GEOTECHNICAL ENGINEER:1
N.A.
BASIC BEARING PRESSURE
PADS & CONT. FNDT. = Da
=
1.500
PSF
INCREASE FOR WIDTH
=
20'0
%
INCREASE FOR DEPTH
=
20.0
%
MAX SOIL PRESSURE - Oa
=
4,500.0
PSF
ALLOW PASSIVE PRESSURE
= 0.0 PCF
ALLOW SOIL FRICTION
= 1 0.3
DATE OF REPORT: NA
ISOLATED FOUNDATIONS = 1 500 PSF
EQUIV. FLUID PRESSURE
11
WIND LOADS:70
(' 0 tA)'W
DESIGN WIND VELOCITY = 70 MPH MPH" /�J c
% - 12.6 PSF f - IMPORTANCE FACTOR
Cq
C-h<15Ft. = 1.06 P=C. C, q,4,(0-15 Ft)
Cs -15 Ft- h< 20 Ft = P = C. C, q, I , (15-20 Ft)
Cs -20 Ft< h< 25 Ft = 1.19 P = Co CQ qs 1, (20-25 Ft)
Cs -25 Ft< h< 30 Ft. = 1.23 P = Ca C, q, I„ (25-30 Ft)
Cs -30 Ft< h< 40 Ft = 1.31 P = C. Ca q,1„ (30-40 Ft)
30.0 PCF
= 17.4 PSF
18.5 PSF
19.5 PSF
20.1 PSF
= 21.5 PSF
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To specify your own Title Property Wall w/ Gate Page:
special title block here, Job # 0140 Dsgnr: DSW Date: SEP 10,2001
use the "Settings" screen Description....
and enter your title block Check 6'-0" property wall with 1'4" of retained soil on toe
information. side of wall and 30" footing
This Wall in File: c:Xprogram filestrp6Wrzelczyk.rp5
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10 -SEP -2001. (c) 1989-2001
Criteria
701 psf OK
Soil Data
128 psf OK
Retained Height =
0.25 It
Allow Soil Bearing
= 1,500.0 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Footing Shear @ Toe =
3.1 psi OK
Heel Active Pressure
- 30.0 psf/ft
Slope Behind Wall =
0.00:1
Toe Active Pressure
= 30.0 psf/ft
Height of Soil over Toe =
16.00 in
Passive Pressure
= 250.0 psf/ft
Soil Density =
110.00 pcf
Water height over heel.
= 0.0 ft
580.1 lbs
less 100% Friction Force = -
FootingIlSoil Friction
= 0.400
Wind on Stem =
12.6 psf
Soil height to ignore
Key Reinforcing =
None Spec'd
----
for passive pressure
= 12.00 in
%�' alc>;2 541EE�1-
Design Summary
Total Bearing Load = 726 lbs
...resultant ecc. = 2.42 in
Soil Pressure @ Toe =
701 psf OK
Soil Pressure @ Heel =
128 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
981 psf
ACI Factored @ Heel =
180 psf
Footing Shear @ Toe =
3.1 psi OK
Footing Shear @ Heel =
0.0 psi OK
Allowable =
76.0 psi
Wall Stability Ratios
0 ft-#
Overturning =
2.82 OK
Sliding =
54.34 OK
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
16.0 lbs
less 100°% Passive Force = -
580.1 lbs
less 100% Friction Force = -
290.2 lbs
Added Force Req'd
= 0.0 lbs OK
....for 1.5 : 1 Stability
= 0.0
lbs OK
Footing Design Results
= 1.75
Footing Thickness
Toe
Heel
Factored Pressure =
981
180 psf
Mu': Upward =
. 729
0 ft-#
Mu': Downward =
401
0 ft-#
Mu: Design =
328
0 ft-#
Actual 1 -Way Shear =
3.13
0.00 psi
Allow 1 -Way Shear =
76.03
0.00 psi
Toe Reinforcing =
# 4 @ 24.00 in
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem Construction
Design height ft =
Wall Material Above "Ht" _
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa =
Total Force @ Section lbs =
Moment.... Actual ft-# =
Moment..... Allowable =
Shear..... Actual psi =
Shear..... Allowable psi =
Lap Splice if Above
Lap Splice if Below
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type =
Concrete Data
fc
Fy
in =
in =
in =
p Stem
Footing Dimensions & Strengths
Toe Width
= 1.25 ft
Heel Width
= 0.50
Total Footing Width
= 1.75
Footing Thickness
= 12.50 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,000 psi
Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Stem OK
0.00
Masonry
6.00
# 4
24.00
Center
0.863
49.9
233.9
271.0
2.2
19.4
24.00
9.39
43.0
2.75
psi = 1,500
psi = 24,000
No
= No
25.78
1.000
in= 4.10
psi =
psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S' Fr
Heel: Not req'd, Mu < S' Fr
Key: No key defined
To specify your own Title Property Wall w/ Gate Page:
special title block here, Job # : 0140 Dsgnr: DSW Date: SEP 10,2001
use the "Settings" screen Description....
and enter your title block Check 6'-0" property wall with V-4" of retained soil on toe
information. side of wall and 30" footing
This Wall in File: c:\program files\rp6\strzelczyk.rp5
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10 -SEP -2001, (c) 1989-2001
summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
25.0
0.43
10.8
-84.6
0.79
-67.0
75.6
4.29
324.5
Total = 16.0 O.T.M. = 268.2
Resisting/Overturning Ratio = 2.82
Vertical Loads used for Soil Pressure = 725.5 lbs
Vertical component of active pressure NOT used for soil pressure
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
Total =
1.75
0.00
183.3 0.63 114.6
268.8 1.50 403.1
273.4 0.88 239.3
725.5 lbs R.M = 757.0
To Specify your own Title Property Wall w/ Gate Page:
special title block here, Job # 0140 Dsgnr: DSW Date: SEP 10.2001
use the "Settings" screen Description....
and enter your title block Check 6'-0" property wall with V-4" of retained soil on toe
information. side of wall and 30" footing
This Wall in File: c:lprogram fileslrp6Xstrzelczyk.rp5
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001 Calculation Trace Listing
1 Beginning of Trace
2 Setting ACI Load Factors: DL Fact =1.4000, LL Fact =1.7000, ST Fact =1.7000
3 Noted that EFP Method being used
4 Back-solving internal friction angle from density and EFP, angle = 34.850 deg
5 Actual Heel Width (past back of stem) = 0.000 ft
6 Soil Height for Stability (wall+footing+cslope) =15.500 it
7 Calculating Overturning Values
8 Active Pressure (no water) =15.500 112 * 0.208 * 0.5 = 25.026 lbs
9 ........Arm = 5.1667 ft, Moment =129.301 ft-#
10 Active Pressure @ Toe: (16.000 + 12.500)^2 * 0.208 / 2.0 = 84.609 lbs
11 ......Arm = (16.000 +12.500) / 3.0 = 9.5000 ft, Moment = 803.789 ft#
12 Lateral Load @ Stem above Soil, Force =1.0500 * 72.000 = 75.600 ft-#
13 ........Arm =12.500 + 3.0000 + 72.000 / 2.0 = 51.500 ft, Moment = 75.600 * 51.500 = 3,893.40 ft-#
14 Toe Active Pressure Used To Resist Sliding, so ADD Soil over toe = 84.609 lbs to Total Overturning Loads
15 Calculating Resisting Moments
16 Soil Wt Over Heel = 0.000 * 3.0000 * 0.764 = 0.000 lbs
17 .....Arm = 21.000 - 0.000 / 2.0 = 21.000 ft, Moment = 0.000 * 21.000 = 0.000 ft-#
18 Soil Wt Over Toe =15.000 * 16.000 * 0.764 =183.333 lbs
19 .....Arm =15.000 / 2.0 = 7.5000 ft, Moment =183.333 * 7.5000 =1,375.00 ft-#
20 Top Stem Weight = 268.750 lbs, Ann = (15.000 + 6.0000 / 2.0) =18.000 ft
21 .......Stem Avg. Arm =18.000 ft, Total Moment = 4,837.50 ft-#
22 .....Avg. Arm = 0.000 ft, Moment = 0.000 ft-#
23 Footing Weight = 21.000 * 12.500 * 1.0417 = 273.438 lbs, Arm = 21.000 / 2.0 =10.500 ft, Moment = 2,871.09 ft#
24 Key Weight = 0.000 * 0.000 * 1.0417 = 273.438 Ibs, Arm = 0.000 + 0.000 / 2.0 = 0.000 ft, Moment = 0.000 ft•#
25 Total Resis. Wt = 725.521 lbs, Moment = 9,083.59 ft-#
26 Calculated Stem Forces for Preliminary Checks
27 Cantilevered Stem Calculations
28 Top Stem Section: Shear = 49.871 lbs, Moment = 2,807.12 ft-#
29 Calcualting Actual Shear Stress
30 Top Masonry Stem, fm = Pm * LDF = 1,500.00 * 1.000 = 1,500.00 psi
31 ....No inspection so fm = fm/2 = 750.000 psi
32 ....'d' to rebar = id = 0.892 * 2.7500 in
33 ....Shear Area = 23.038 in2 (from internal table)
34 ....Unit Shear Stress = 49.871 / 23.038 = 2.1647 psi
35 Determine Allowable Moments
36 Top Masonry Stem Capacity = 3,252.59 ft-#
37 Top Masonry Stem Shear Capacity = 1.000 * fmin(sgrt(1,500.00), 50.0) = 38.730 psi
38 ....No Special Inspection, so reduce 1/2; Capacity = 19.365 psi
39 Calculate Bar Lap Lengths
40 Top Stem, Hooked Embed into Concrete Footing BELOW = 9.3915 in
41 Top Stem, Embed into Masonry ABOVE = 24.000 in
42 Calculating Soil Pressure
43 Toe Bar Depth = 12.500 - 3.0000-0.5 = 9.0000 in, Heel Bar Depth= 12.500-2,0000-0.5 = 10.0000 in
44 Service Load Soil Pressures.....
45 P = 725.521 lbs, Ecc = 2.417 in, Toe Pressure = 58.403 psf, Heel Pressure = 10.694 psf
46 Calculating Factored Load Shear in Footing=
47 .......P = 1,015.73 lbs, Ecc = 2.417 in, Toe Pressure = 58.403 psf, Heel Pressure= 10.694 psf
48 .......Shear @ Toe = (3.1346 - 1.4000 * (12.500 * 1.0417 + 16.000 * 0.764 + 0.000) * 15.000) / (12.0 * 9.0000) = 3.1346
49 Shear Distances from Edge; Toe = 16.500 in, Heel = 1.5000 in
50 Toe Upward Moment = 8,748.87 ft-#
51 Toe Downward Moment = 1.4000 * (12.500 * 1.0417 + 16.000 ` 0.764 + 0.000) * 16.500^2 / 2.0 = 4,810.70 ft-#
52 Moment @ Toe, Upward = 8,748.87 ft-#, Downward = 1.4000 * (12.500 * 1.0417 + 16.000 * 0.764 + 0.000) * 16.500^2 / 2.0 =
53 ....Design Toe Moment <= 6.5 * d^2 * SQRT(fc) ->> No Reinforcing Used
54 Soil Height for Passive Pressure = 0.000 + 12.500 + 16.000 = 28.500 ft
55 Sliding Resistance due to Friction = 725.521 ` 0.400 = 290.208 lbs
56 Friction Resistance adjusted for Specified '%' = 1.000 * 290.208 = 290.208 lbs
57 Sliding Passive Pressure = (28.500 - 12.000) * 1.7361 * (28.500 - 12.000)/2.0)
58 + (12.000 * 1.7361 * (28.500 - 12.000)) = 580.078 lbs
59 Passive Resistance adjusted for Specified '%'= 1.000 * 290.208 = 580.078 lbs
60 Sliding Factor of Safety = (580.078 + 290.208) / 16.017 = 54.336 lbs
61 Calculating Footing Rebar Requirements
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To specify your own Title Property Wall W/ Gate Page:
special title block here, Job # : 0140 Dsgnr: DSW Date: SEP 10,2001
use the "Settings" screen Description....
and enter your title block Check 6'-0" property wall with 1'-4" of retained soil on toe
information. side of wall and 30" footing
This Wall in File: c:lprogram fileslrp6%strzelczyk.rp5
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10 -SEP -2001, (c) 19s9-2001 Calculation Trace Listing
63 Calculated Stem Forces for Fincal Checks
64 Cantilevered Stem Calculations
65 Top Stem Section: Shear = 49.871 lbs, Moment = 2,807.12 ft-#
66 Calcualting Actual Shear Stress
67 Top Masonry Stem, fm = fm * LDF = 1,500.00 * 1.000 = 1,500.00 psi
68 ....No inspection so fm = fm/2 = 750.000 psi
69 ....'d' to rebar = id = 0.892 * 2.7500 in
70 ....Shear Area = 23.038 in2 (from internal table)
71 ....Unit Shear Stress = 49.871 / 23.038 = 2.1647 psi
72 Determine Allowable Moments
73 Top Masonry Stem Capacity = 3,252.59 ft-#
74 Top Masonry Stem Shear Capacity = 1.000 * fmin(sgrt(1,500.00), 50.0) = 38.730 psi
75 ....No Special Inspection, so reduce 1/2; Capacity = 19.365 psi
76 Calculate Bar Lap Lengths
77 Top Stem, Hooked Embed into Concrete Footing BELOW = 9.3915 in .
78 Top Stem, Embed into Masonry ABOVE =,24.000 in
I
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6.in Mas w/ #4 @ 24.in o/c
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2-
6'-3-
.
,'-0 1/2°
#4@24.in
ea Toe
Designer select
#0@18.in 1 -3° 6°
all horiz. reinf.
@ Heel See Appendix A
1'-9°
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