REVIEWED RESUB1 BLD2023-0794+Structural_Analysis_or_Calculations+10.25.2023_12.08.10_PM+3860679RESUB
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-0794
...............................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT.
Project:
Janetta Lee
9309 236th St. SW
Edmonds, WA 98020
REVISED - Foundation Loading Calculations
and
Pier Calculations
Contractor:
Robbins & Company
818 SW 142nd Street
BURIEN, WA 98166
Calculations Prepared by:
Kevin T. Moore, PE
Washington License No. 54108
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Date:
August 18, 2023
Digitally signed by Kevin Moore
DIN: c=US, st=Mississippi, 1=Columbia, o=Hayman
reEngineering, Inc., cn=Kevin Moore,
email=kmoore@HaymanEngineering.com
Date: 2023.08.18 11:22:22-05'00'
Hayman Engineering, Inc
Board of Engineers -Firm License (COA) 2625
1923 N. Broadway Ave.
Springfield, MO 65803
(417) 831-5550
hfeorders@haymanengineering.com
HE23060007
Page 1 of 8
Design Notes
Owner: Janetta Lee
Address: 9309 236th St. SW
City, State, ZIP: Edmonds, WA 98020
PN: HE23060007
1 These calculations provided in support of a contract between the contractor and the owner.
The calculations are to provide engineering design and review of the proposed scope of
work provided in the terms of the contract. This design represents a proposed solution
agreed upon in the contract used to address the areas of concern identified to the engineer.
The owner should be alert to possible changes to the condition of the structure and
continue to monitor the building's condition.
2 Hayman Engineering warrants that this design is based on sound engineering principles
but makes no warranty or guarantee regarding the work performed by the Contractor.
3 This design is based on information supplied by the Contractor. Field verify that
no system's placing violates the notes in this drawing set.
4 Install the system shown in accordance with the manufacturer's recommendations.
5 The building weight assumptions used to calculate pier load are estimates.
6 Drive each pier until a slight lifting of the building occurs to indicate that the structure's
load has transferred from the soil to the pier. Do not lift or drive past the load transfer
point as damage may occur to the foundation or to interior and exterior finishes.
Page 2 of 8
Foundation Load Calculation
Owner: Janetta Lee
Address: 9309 236th St. SW
City, State, ZIP: Edmonds, WA 98020
PN: HE23060007
Calculate linear load on foundation
Condition:
Endwall
❑
Half Width
6
Stories
1
==MM-
Fndn Ht
2.00
-
Load, ref ASCE-7-
Backfill Ht
1.50
Ce: 1 Table 7-2
Side wall Ht
9
Ct: 1 Table 7-3
Roof pitch in 12
3
I: 1 Table 1.5-1
rafter length +1
7.2
Pf = 25.0005 psf
Ps = Cs x Pi Sloped Roof Snow Load, Eq 7.4-1
-7.4.2, assume 1.0
to be conservative
= s ❑RUNNING
TOTAL
ROOF ITEM: Comp Shingle
mat'I psf: 2
mat'I plf: 14.4
Deck Rafter Snow
1.88 2.6 25.001
13.5 18.7 150.0
ATTIC
No steps
LL
Ins
Sheetrock
Joists
mat'I psf:
10.0
3.0
2.5
1.6
mat'I plf:
30.0
9.0
7.5
4.8
1 st:
2nd:
SIDEWALLS
Siding
None
Studs
Sheetrock
Ins.
1 Levels of framing
mat'I psf:
1.3
0.0
1.6
2.5
2.5
mat'I plf:
11.3
0.0
14.4
22.5
22.5
FLOORS
Living
LL
Finish
Finish
Joists
Sub
2nd flr mat'I psf:
40
1 st flr mat'I psf:
40
9
2.6
2.25
mat'I plf:
120.0
27.0
7.8
6.8
FNDN WALL
Conc
CMU
Clay Brick
Limest
Footing
ht
width
Thickness=
8
8
18
OVERBURDEN
(lip in inches)
Bkfill above
Backfill wedge
Wedge angle:
Wedge wt:
200.0 0.0 0.0 0.0 150.0
Assumed footer size
5 (half the difference between ftr width and wall thickness)
1 Bkfill Ht 2: 0 ft Wedge:
68.8 0.0 0.0
(Enter 0 in 'Bkfill above" for full excavation)
No
30 degrees
197
51
71
162
350
69
0.0 Ibs ❑
F
Page 3 of 8
Foundation Load Calculation
Owner:
Janetta Lee
Address:
9309 236th St. SW
City, State, ZIP:
Edmonds, WA 98020
PN:
HE23060007
Calculate linear
load on foundation
Condition:
Front
❑
Half Width
14
Stories
1
r n n Mow
=.=7gZ,
Fndn Ht
2.00
.-Load, ref ASCE-7-
Backfill Ht
1.50
Ce: 1 Table 7-2
Side wall Ht
9
Ct: 1 Table 7-3
Roof pitch in 12Ll
3
I: 1 Table 1.5-1
rafter length +1.4
Pf = 25.0005 psf
Ps = Cs x Pi Sloped Roof Snow Load, Eq 7.4-1
ROOF ITEM: Comp Shingle
mat'I psf: 2
mat'I plf: 30.9
qn,,.M-7.4.2, assume 1.0 to be conservative
RUNNING
Deck Rafter Snow
1.88 2.6 25.001
29.0 40.1 350.0
TOTAL
ATTIC
No steps
LL
Ins
Sheetrock
Joists
mat'I psf:
10.0
3.0
2.5
1.6
mat'I plf:
70.0
21.0
17.5
11.2
1 st:
2nd:
SIDEWALLS
Brick
None
Studs
Sheetrock
Ins.
1 Levels of framing
mat'I psf:
38.0
0.0
1.6
2.5
2.5
mat'I plf:
342.0
0.0
14.4
22.5
22.5
FLOORS
Living
LL
Finish
Finish
Joists
Sub
2nd flr mat'I psf:
40
1 st flr mat'I psf:
40
9
2.6
2.25
mat'I plf:
280.0
63.0
18.2
15.8
FNDN WALL
Conc
CMU
Clay Brick
Limest
Footing
ht
width
Thickness=
8
8
18
OVERBURDEN
(lip in inches)
Bkfill above
Backfill wedge
Wedge angle:
Wedge wt:
200.0 0.0 0.0 0.0 150.0
Assumed footer size
5 (half the difference between ftr width and wall thickness)
1 Bkfill Ht 2: 0 ft Wedge:
68.8 0.0 0.0
(Enter 0 in 'Bkfill above" for full excavation)
No
30 degrees
450
120
401
377
350
69
0.0 Ibs ❑
WRRY���
Page 4 of 8
Calculate moment and shear strength in wall to get max spacing, Condition Front
t r r I' o c l I t Ise here
t l f 1 6 I
Calculate Strength of Unreinforced Section
Foundation dimensions (Note: For thickened slab, enter thickening as footer and slab as wall)
T = 8 in (thickness of wall)
H = 24 in (ht of wall)
S = 8 in (ht of footer)
B = 18 in (width of footer)
D = 32 in (total ht of foundation)
Centroid, c = sum (AiYi)/ sum(Ai)
= d-(d^2 * t + s^2 8 (b-t))/(2 * (b * s + h * t))
= 18.86 in
Moment of Inertia (1) _
I stem =
parallel axis
I footer =
parallel axis
0
f'c =
Mn=
Mu=
9,216 InA4
9,028 InA4
768 InA4
12,037 InA4
31,049 In A 4
1,647 inA3 - I/c
2,500 psi — (assume 2,500 for conc)
34,303 ft I - 5 x sgrt(f'c) x S
22,297 ft lb - 0.65 x Mn
Calculate Strength of Reinforced Section
Note: This analysis neglects the "ears" of the footer, using wall thickness as "b" and assumes 3" clear to the steel.
fy: 40,000 psi
k1: 0.85
As: 0 inA2, assume none
phi: 0.9
qmax = 0.371 = 0.6375*k1*(87,000/(87,000+fy)
q = 0.000 = [As/b*d]*fy/f'c
Mu = 0 ft lb, phi*As*fy*d(1-0.59q)
Ma = 0 ft lb allowable, Mux0.65
Mx = 22,297 ft lb, Max of unreinforced and reinforced
Calculate maximum span to achieve Moment strength
Mx = (wl^2)/8
L allow = 10.05 ft - sgrt(8M/w)
Page 5 of 8
Check shear for foundation section (assumes no shear reinforcing), Condition Front
Concrete:
Vc=4/3xphi x(sgrtf'c)xbxh
Sect
above
Phi = 0.65
(sqrt f'c) = 50 (min of f'c^0.5 and 100)
Footer shear strength:
Hf = s-2 6 in (reduction accounts for uneven excavation)
Bf = 18 in (from above)
Vf = 4,680 lb
Wall shear:
Hw = 24 in (from above)
Bw = 8 in (from above)
Vw = 8,320 lb
Page 6 of 8
Hayman Engineering
Project: Janetta Lee
Address: 9309 236th St. SW
Edmonds, WA 98020
PN: HE23060007
Belowground Portion:
Chimney W:
6.666667 ft
Chimney D:
2 ft
Wall Thickness
0.67 ft, min, assumed
Chimney Area:
13.33 sf, WxD
Flue Area:
3.52 sf, min, assumed
Chimney Net Area:
9.82 sf, area — flue area
Chimney H:
2 ft, depth below grade, assume frost depth if unknown
Chimney Vol:
19.64 cf, net area x ht
Concrete density:
150 pcf (use 150, if concrete)
Chimney wt:
2,945 lb
Backfill ht:
1 ft, footing assumed to be 12" thick per IRC)
Lip of footing:
6 in, (assumed to be 6" unless known otherwise)
Overburden?
1 - 0 for full excavation, 1 otherwise
Overburden wt:
1,012 lb
Below grnd wt:
3,957 lb
Lower Portion:
Chimney W:
6.666667 ft
Chimney D:
2 ft
Wall Thickness
0.67 ft, min, assumed
Chimney Area:
13.33 sf, WxD
Flue Area:
3.5156 sf, min, assumed
Chimney Net Area:
9.82 sf, area — flue area
Chimney H:
6 ft
Chimney Vol:
58.91 cf, net area x ht
Brick density:
120 pcf
Chimney wt:
7,069 lb
Upper Portion:
Chimney W:
3.5 ft
Chimney D:
2 ft
Wall Thickness
0.33 ft, min, assumed
Chimney Area:
7.00 sf, WxD
Flue Area:
3.8056 sf, min, assumed
Chimney Net Area:
3.19 sf, area — flue area
Chimney H:
8 ft
Chimney Vol:
25.56 cf, net area x ht
Chimney wt:
3,067 lb
Total Weight: 14,093
No Piers: 4
Wt/ pier: 3,523 Ib
Page 7 of 8
Pier Load Calculations
Owner: Janetta Lee
Address: 9309 236th St. SW
City, State, ZIP: Edmonds, WA 98020
PN: HE23060007
Calculate Individual Pier Loadings and Drive Requirements
Pier Model: GTPP Bracket/Cap: FP3BA
Pier Type: Push
Factor of Safety: 1.5 standard for this pier type
Eff Head Area (EH) 9.62 sq in, drive head area for 3.5 in drive cylinder
Shaft Allow. Ld: 16,500 Ibs, per mfr literature
Bracket Allow. Ld: 30,000 Ibs, per mfr literature
Use Allow. Ld: 16,500 Ibs, min of shaft or bracket
Pier Allow. T: 0 ft-lb, allowable torque if helical, 0 if push
Max Pier Space: 18.35 ft; min of (Use Allow/w) and L allow
Max Rec Space: 8 ft unless noted otherwise
..Linear...
Load
EMU
Max: 1 5 1 OK 1 6,1851 1 9,277 964
Note that system capacities given are for galvanized, corroded brackets.
Push
Page 8 of 8