APPROVED BLD-BLD2021-0108+Structural_Analysis_or_Calculations+1.27.2021_8.36.52_AM+2012384RECEIVED
Jan 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0108
Project Name
Project Number: 21-003
9701 226th PI. SW
Edmonds, WA 98021
Structural Calculations
REVIEWED
BY
CITY OF EDMONDS €
BUILDING DEPARTMENT
Calculations................................................S1 — S13
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WASy��9
46136 �v
�SSIONAS
1 /25/21
Reviewed by:
Nabil Kausal-Hayes, PE
206-601-9728
www.nkhengineering.com
Prepared By:
Allen Rishel, EIT
January 25th, 2021
NKH
Background
PROJECT: Kossian Remodel
DESIGNER: NKH &AKR
DATE: January 25th, 2021
JOB #: 21-003
PROJECT SUMMARY & DESIGN CRITERIA
Project Summary:
This is a bearing wall removal on a single story, wood framed house for Julianne Kossian in Edmonds, WA. The structure
consists of wood roof/ceiling & floor joists bearing on wood framed walls, posts, & beams. The house is supported by
existing concrete stem walls & shallow spread footings. This project is designed in accordance with the 2015 International
Building Code along with the codes listed below and corresponding state & city/county amendments.
Notes:
All input variables are highlighted in yellow, resources bolded, and links to resources bolded and underlined. Areas
highlighted in blue are code/design checks and green - unity checks.
Resources:
-American Wood Council (AWC). (2015). "National Design Specifications for Wood Construction (NDS)."
-American Wood Council (AWC). (2015). "Special Design Provisions for Wind and Seismic (SDWS)."
-American Concrete Institute (ACI). (2014). 'Building Code Requirements for Structural Concrete (ACI 318-14)."
-American Institute of Steel Construction (AISC). (2011). "Steel Construction Manual." 14th Ed.
-American Society of Civil Engineers (ASCE). (2010). "Minimum Design Loads for Buildings and Other Structures."
-StateofWashngton (2015)."International Building Code (IBC)."
-Applied Technology Council (ATC). (2018). "Hazards by Location" https:Hhazards.atcouncil.org
Material Properties
Soil:
-Soil Bearing Pressure (min per IBC1806.2)
-Frost Depth
-Active & Passive Soil Pressure
Concrete:
-Compressive Strength
-Density, Normal Weight
-Density, Light Weight
-Reinforcing Steel, ASTM A615
Steel:
- Modulus of Elasticity
-Anchor Rods/Bolts, ASTM A307 Shear & Tension Yield Strength
Wood:
-Solid Sawn Joists, Beams, Headers, & Studs
-Glulam Beams
pbrg:= 1500psf
FD:= 18in
qa:= 35•pcf qp:= 250•pcf
fc:= 2500psi
-yconc 150pcf
-yconc LW 115pcf
fyr:= 60ksi
Ec:= 29000ksi
Fnv:= 24ksi Fnt:= 45ksi
DF-L #1 6x & Larger, DF-L#2 All Other (UNO)
24F-V4 (Simple Span), 24F-V8 (Cont/Cantilever)
01_Summary Design Criteria.xmcd
S1
Gravity Loadin
v
Roof Dead Load
Roofing
R : =
1.5• psf
Insulation
I:=
2.0•psf
Ceiling
C :=
2• psf
Sheathing
t:= 0.5in SH:=
t 1.0.4-psf = 1.6-psf
(.125in)
Structural Members
S :=
2.5- psf
Lights
L:=
I-psf
Mechanical
M:=
1.5•psf
Misc.
MISC := 2.9• psf
DLrf:= R+ I+ C + SH+ S + L + M + MISC
Floor Dead Load
Flooring
F : =
1.5- psf
Insulation
I:=
2.0•psf
Ceiling
C :=
0- psf
Sheathing
t:= 0.75in SH:=
l
t I.0.4•psf = 2.4•psf
(.125in)
Structural Members
S :=
3.4- psf
Lights
L:=
I-psf
Mechanical
M:=
1.5-psf
Misc.
MISC := 3.2• psf
DLflr:= R+ I+ C + SH+ S+ L+ M + MISC
Wall Dead Loads
Exterior Wood
pext w:= 1Opsf
Interior Wood
pint := 9psf
Live Loads
Roof
LLrf:= 20.psf
Floor Live Load
LLflr:= 40psf
Deflection Criteria
L
Arf TL:= Arf LL:=
L L L
Af1r TL:= Af1r_LL:=
240
360 360 480
DLrf = 15•psf
DL flr = 15• psf
Roof Snow Load
DLpv:= Opsf
SL:= 25psf
01_Summary Design Criteria.xmcd
S2
a" O R T CM MEMBER REPORT PASSED
Roof, New Flush Beam
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
Overall Length: __ 1 1
22 L
0 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
5730 @ 4"
19663 (5.50")
Passed (29%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4876 @ 1' 8 1/2"
16761
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
30945 @ 11' 5 1/2"
45799
Passed (68%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.594 @ 11' 5 1/2"
0.742
Passed (L/449)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.990 @ 11' 5 1/2"
1 1.112
1 Passed (L/270)
1
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 22' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Column - DF
5.50"
5.50"
1.60"
2292
2750
3438
8480
Blocking
2 - Column - DF
5.50"
5.50"
1.60"
2292
2750
3438
8480
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
22' 11" o/c
Bottom Edge (Lu)
22' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 22' 11"
N/A
20.0
1 - Uniform (PSF)
0 to 22' 11" (Top)
12'
15.0
20.0
25.0
Default Load
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Allen Rishel
NKH Engineering
(206) 641-1733
allen@nkhengineering.com
1/26/2021 6:00:19 AM UTC
ForteWEB 0. 1, Engine: V8.1.5.1, Data: V80.11.0
Weyerhaeuser File Name: 20-003 Kossian Bearing-.0UPall
Paget/2
CCQ/ECCQ
Column Caps
?G This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
;> cost, or a combination of these features.
Q
M Column caps provide a strong connection for column -beam
U
combinations. This design uses Strong -Drive® SIDS Heavy -Duty
Connector screws to provide faster installation and provides a
N greater net section area of the column compared to bolts. The SIDS
a) screws provide for a lower profile compared to standard through
bolts.
m Material: CCQ3, ECCQ3, CCQ4, CCQ4.62, ECCQ4, ECCQ4.62,
CCQ6, ECCQ6 — 7 gauge; all others — 3 gauge
Finish: Simpson Strong Tie gray paint; available in HDG and
stainless steel; CCOQ and ECCOQ — no coating
Installation:
• Install 1/4" x 21/2" Strong -Drive SIDS Heavy -Duty Connector
screws, which are provided with the column cap. (Lag screws
will not achieve the same load.) Install stainless -steel Strong -Drive
screws with stainless -steel connectors.
• CCOQ and ECCOQ column caps only (no straps) may be
ordered for field -welding to pipe or other columns. Dimensions
are same as CCQ and ECCQ. Weld by Designer.
• For rough -cut lumber sizes, provide dimensions. An
optional W2 dimension may be specified with any column
size given. (Note that the W2 dimension on straps rotated
90° is limited by the W1 dimension.)
Options:
• For end conditions, specify ECCQ.
• Straps may be rotated 90° where W1 2! W2 and for CCQ5-6.
• Other custom column caps are available. Contact
Simpson Strong -Tie.
Codes: See p.12 for Code Reference Key Chart
Inverted CCQ44SDS2.5
Post -to -Beam Installation
i
ECCQ46SDS2.5
6CCOQ4-SDS2.5
(no coating)
Typical CCQ46SDS2.5
Installation
StrongTie
C�CCQ46SDS2.5
Optional CCQ with
Straps Rotated 90°
rni,. ® ® o
mi,
Weld by
Designer
CCOQ Installation
on Steel Column
88 S4
CCQ/ECCQ
Column Caps (cont.)
These products are available with additional corrosion For stainless -steel
protection. For more information, see p.15. ® fasteners, see p. 21.
Model
No.
Beam
Width
(in)
Dimensions (in.)
No. of/4" x 21/2"
SIDS Screws
Allowable Loads (DF/SP)
Code
Ref.
W1
W2
L
H
CCQ
ECCQ
Beam
Post
Uplift
Down
Uplift
Down
CCQ
ECCQ
CCQ
ECCQ
(160)
(100)
(160)
(100)
CC03-4SDS2.5
3%
31/4
3%
11
81/2
7
16
14
14
5,370
16,980
3,465
6,125
CC03-6SDS2.5
31/3
31/4
51/2
11
81/2
7
16
14
14
5,370
21,485
3,465
10,740
CC044SDS2.5
31/2
3%
3%
11
81/2
7
16
14
14
5,370
19,020
3,785
7,655
CC046SDS2.5
31/2
3%
51/2
11
81/2
7
16
14
14
6,785
24,065
3,785
12,030
CC048SDS2.5
31/2
3%
71/2
11
81/2
7
16
14
14
6,785
24,065
3,785
16,405
CC04.62-3.62SDS
41/2
4%
3%
11
81/2
7
16
14
14
5,370
23,390
3,785
9,845
CC04.62-4.62SDS
41/2
4%
4%
11
81/2
7
16
14
14
5,370
30,070
3,785
12,655
CC04.62-5.50SDS
41/2
4%
51/2
11
81/2
7
16
14
14
6,785
30,940
3,785
15,470
CC05-4SDS2.5
5%
51/4
3%
11
81/2
7
16
14
14
5,370
26,635
4,040
11,210
CC05-6SDS2.5
5%
51/4
51/2
11
81/2
7
16
14
14
6,785
28,190
5,355
17,615
CC05-8SDS2.5
5%
51/4
71/2
11
81/2
7
16
14
14
6,785
35,235
5,355
24,025
CCQ64SDS2.5
51/4, 51/2
51/2
35/3
11
81/2
7
16
14
14
5,370
28,585
3,785
12,030
CC066SDS2.5
51/4, 51/2
51/2
51/2
11
81/2
7
16
14
14
6,785
33,275
3,785
18,905
CC068SDS2.5
51/4, 51/2
51/2
71/2
11
81/2
7
16
14
14
6,785
37,815
3,785
25,780
CC06-7.13SDS2.5
51/4, 51/2
51/2
71/3
11
81/2
7
16
14
14
6,785
37,815
3,785
24,490
CCQ74SDS2.5
63/4
67/3
3%
11
81/2
7
16
14
14
5,370
33,490
4,040
15,355
IBC,
FL, LA
CC076SDS2.5
63/4
67/3
51/2
11
81/2
7
16
14
14
6,785
37,125
5,355
24,130
CC077SDS2.5
63/4
67/3
67/3
11
81/2
7
16
14
14
6,785
48,265
5,355
29,615
CC078SDS2.5
63/4
67/3
71/2
11
81/2
7
16
14
14
6,785
48,265
5,355
32,905
CC07.1-4SDS2.5
7
71/3
3%
11
81/2
7
16
14
14
5,370
34,730
4,040
18,375
CC07.1-6SDS2.5
7
71/3
51/2
11
81/2
7
16
14
14
6,785
38,500
5,355
28,875
CC07.1-7.1SDS2.5
7
71/3
71/3
11
81/2
7
16
14
14
6,785
57,750
5,355
36,750
CC07.1-8SDS2.5
7
71/3
71/2
11
81/2
7
16
14
14
6,785
52,500
5,355
39,375
CCQ84SDS2.5
71/2
71/2
3%
11
81/2
7
16
14
14
6,785
37,210
5,355
16,405
CC086SDS2.5
71/2
71/2
51/2
11
81/2
7
16
14
14
6,785
41,250
5,355
25,780
CCQ88SDS2.5
71/2
71/2
71/2
11
81/2
7
16
14
14
6,785
51,565
5,355
35,155
CCQ94SDS2.5
83/4
87/3
3%
11
81/2
7
16
14
14
6,785
47,545
5,355
19,905
CCQ96SDS2.5
83/4
87/3
51/2
11
81/2
7
16
14
14
6,785
48,125
5,355
31,280
CCQ98SDS2.5
83/4
87/3
71/2
11
81/2
7
16
14
14
6,785
62,565
5,355
42,655
CCQ106SDS2.5
91/4
91/2
51/2
11
81/2
7
16
14
14
6,785
52,250
5,355
32,655
Strong -Tie
N
CCOQ/ECCOQ
CL
Model No.
(No Legs)
U
C
cC
CC003-SDS2.5
N
ECC003-SDS2.5
N
R
m
CCOQ4-SDS2.5
ECC004-SDS2.5
CC004.62-SDS2.5
CCOQ5-SDS2.5
ECC005-SDS2.5
CCOQ6-SDS2.5
ECCO06-SDS2.5
CC007-SDS2.5
ECCOQ7-SDS2.5
CCOQ7.12-SDS2.5
ECC007.12-SDS2.5
CCO08-SDS2.5
ECC008-SDS2.5
CCOQ9-SDS2.5
ECCO09-SDS2.5
CCO010-SDS2.5
ECC0010-SDS2.5
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Downloads shall be reduced where limited by capacity of the post.
3. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced
members by means other than the post cap.
4. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap.
5. Column sides are assumed to be aligned in the same vertical plane as the beam sides. CCQ4.62 models assume a minimum 31/2"-wide post.
6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the
narrow face. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions
resulting from narrow -face installations.
7. Beam depth must be a minimum of 7".
8. For 51/4" engineered lumber, use 51/2" models.
9. CCOQ and ECCOQ welded to a steel column will achieve maximum load listed as CCQ and ECCQ. The steel column width shall match
the beam width. Weld by Designer.
S5 89
NKH Engineering
nkhengineering.com
Project Title: Kossian Remodel
Engineer: NKH
Project ID: 21-003
Project Descr:
Printed: 25 JAN 2021, 10:03PM
Wood Column File: Posts & Footings.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1 i
KW-06012717
DESCRIPTION: New Post
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method :
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
8 ft
( Used for non -slender calculations )
Wood Species
Douglas Fir - Larch
Wood Grade
No.2
Fb +
900 psi Fv
180 psi
Fb -
900 psi Ft
575 psi
Fc - Prll
1350 psi Density
31.21 pcf
Fc - Perp
625 psi
E : Modulus of Elasticity
... x-x Bending y-y Bending
Basic 1600
1600
Minimum 580
580
Wood Section Name
4x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
3.50 in Allow Stress Modification Factors
Exact Depth
5.250 in Cf or Cv for Bending
1.0
Area
19.25 inA2 Cf or Cv for Compression
1.0
Ix
266.93 inA4 Cf or Cv for Tension
1.0
ly
68.78 inA4 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
1600 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis:
Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis =
8 ft, K =1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 33.377 Ibs * Dead Load Factor
AXIAL LOADS ...
New Beam: Axial Load at 8.0 ft, D =
2.30, Lr = 2.750, S = 3.440 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.3062 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+S
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along XA 0.0 k Bottom along XA 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections.. .
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
5.773 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA 0.0 in at 0.0 ft above base
Fc: Allowable
1,025.99 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
0.0:1 Bending Compression
+0.60D
8.0 ft
0.0 psi
288.0 psi
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
D Only
0.900
0.743
0.1406
PASS
0.0 ft
+D+Lr
1.250
0.630
0.2601
PASS
0.0 ft
+D+S
1.150
0.661
0.3062
PASS
0.0 ft
+D+0.750Lr
1.250
0.630
0.2250
PASS
0.0 ft
+D+0.750S
1.150
0.661
0.2606
PASS
0.0 ft
+0.60D
1.600
0.536
0.06579
PASS
0.0 ft
Maximum Reactions
Tension
Maximum Shear Ratios
Stress Ratio
Status
Location
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
Note: Only non -zero reactions
are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
2.333
S6
NKH Engineering
nkhengineering.com
Project Title: Kossian Remodel
Engineer: NKH
Project ID: 21-003
Project Descr:
Printed: 25 JAN 2021, 10:03F
Wood Column File: Posts & Footings.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1 i
DESCRIPTION: New Post
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+Lr 5.083
+D+S 5.773
+D+0.750Lr 4.396
+D+0.750S 4.913
+0.60D 1.400
Lr Only 2.750
S Only 3.440
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
+D+Lr
0.0000
in
0.000 ft
+D+S
0.0000
in
0.000 ft
+D+0.750Lr
0.0000
in
0.000 ft
+D+0.750S
0.0000
in
0.000 ft
+0.60D
0.0000
in
0.000 ft
Lr Only
0.0000
in
0.000 ft
S Only
0.0000
in
0.000 ft
Sketches
c
0
LO
N
LO
3.50 in
Load 1
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
8490k
8A98k
11 y
TX
Lt 1
�J+Jl
_J
S7
PCZ/EPCZ
Post Caps
PCZ/EPCZ post caps are designed with their post
and beam flanges in -line so that one PCZ/EPCZ
model can accommodate several post sizes. The
PCZ/EPCZ uses 0.148" x 3" nails. An alternate
choice of fastener is the #9 x 11/2" Strong -Drive®
SD Connector screw. ZMAX® finish is standard to
meet exposure conditions in many environments.
See additional corrosion information at
strongtie.com/info.
Material: 16 gauge
Finish: ZMAX coating
Installation:
• Use all specified fasteners; see General Notes
• Do not install bolts into pilot holes
Options:
• For end conditions, specify EPCZ post caps
• For heavy-duty applications, see CCQ and
CC Series
• For retrofit applications, see AC and LCE Series
Codes: See p.12 for Code Reference Key Chart
�V
® ON
®
3"
U
elm ®
®m
Pilot holes for
g
1sj8'
w ®
manufacturing
°
25/$
purposes
(Do not install
25i8°
Post flange
bolts) (typ.)
PCZ
- These products are available with additional corrosion protection.
For more information, see p.15.
®Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Typical PCZ
Post Cap Installation
Model
No.
W
(in.)
Fasteners
(in.)
Post
Size
Allowable Loads (DF/SP)
Code
Ref.
PCZ
EPCZ
Beam
Post
Uplift
(160)
Lateral
(160)
Uplift
(160)
Lateral
(160)
PC4Z
39/e
(10) 0.148 x 3
(8) 0.148 x 3
(2) 2x4
1,480
1,120
1,130
895
44
1,480
1,260
1,130
1,075
46
1,480
1,260
1,130
1,230
48
1,480
1,380
1,130
1,230
PC6Z
51/2
(10) 0.148 x 3
(8) 0.148 x 3
46
1,480
1,260
1,435
1,075
113C,
FL, LA
6x6
1,480
1,295
1,435
1,230
6x8
1,480
1,380
1,435
1,230
PC8Z
71/2
(10) 0.148 x 3
(8) 0.148 x 3
48
1,480
1,260
1,435
1,075
6x8
1,480
1,295
1,435
1,230
8x8
1,480
1,380
1,435
1,230
1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed.
Reduce where other loads govern.
2. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to
transfer tension loads between spliced members by means other than the post cap.
3. Structural composite lumber columns have sides that show either the wide face or the edges of the
lumber strands/veneers known as the narrow face. Values in the tables reflect installation into the
wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from
narrow -face installations.
4. Post and beam may consist of multiple members provided they are connected independently of the
post cap fasteners.
5. 0.148" x 21/2" nails may be used with no load reduction for uplift and 0.85 of the table loads for lateral.
6. #9 x 11/2" Strong -Drive® SD Connector screws may be substituted for table fasteners with no
load reduction.
7. To order models available for rough size lumber, specify RZ suffix - e.g., PC4RZ.
8. Fasteners: Nail dimensions in the table are diameter by length. See pp. 21-22 for fastener information
StrongTie
o °
�
U
o
y
° Pilot holes for
d
Post flan g a
manufacturing
purposes
M
- W
(Do not install
Cal
bolts) (typ.)
EPCZ
____T
a
Typical EPCZ End Post
Cap Installation
Shim by
Desigi
EPCZ Post Cap Installed
on Double 2x Members
Shim by
PCZ Post Cap Installed
on Double 2x Members
S8 87
ABA/ABU/ABW
Adjustable and Standoff Post Bases
Additional standoff bases are on p. 321.
The AB series of retrofit adjustable post bases provide a 1 " standoff for
W the post, are slotted for adjustability and can be installed with nails,
CStrong -Drive® SD Connector screws or bolts (ABU). Depending on the
V application needs, these adjustable standoff post bases are designed for
versatility, cost-effectiveness and maximum uplift performance.
= Features:
W • The slot in the base enables flexible positioning around the anchor bolt,
U) making precise post placement easier
m • The 1 " standoff helps prevent rot at the end of the post and meets
code requirements for structural posts installed in basements or
exposed to weather or water splash
Material: Varies (see table)
Finish: ZMAX® and some in stainless steel; see Corrosion Information,
pp. 13-15
Installation:
• Use all specified fasteners; see General Notes.
• See our Anchoring and Fastening Systems for Concrete and Masonry
catalog, or visit strongtie.com for retrofit anchor options.
• Post bases do not provide adequate resistance to prevent members
from rotating about the base and therefore are not recommended for
non -top -supported installations (such as fences or unbraced carports).
• Place the base, cut washer(s) or load transfer plate(s) and nut(s) on
the anchor bolt(s). Make any necessary adjustments to post placement
and tighten the nut securely on the anchor bolt.
• See strongtie.com for information on hollow column installation.
ABW
Place the standoff base and then the post in the ABW and fasten on three
vertical sides, using nails or Strong -Drive SD Connector screws
— Bend up the fourth side of the ABW and fasten using the correct fasteners
68
ABU
Place the standoff base and then the post in the ABU
— Fasten using nails or Strong -Drive SD Connector screws or bolts
(ABU88Z, ABU1010Z, ABU1212Z — SIDS optional)
ABA
Place the post in the ABA
— Fasten using nails or Strong -Drive SD Connector screws
Codes: See p.12 for Code Reference Key Chart
Allowable Loads — Beam Installation
r— W"
2 load
transfer -
plates
supplied
Typical ABWZ Installation
Model
Nominal
Material
(ga.)
Dimensions
(in.)
Fasteners
(in.)
DF/SP
Allowable Loads
SPF/HF
Allowable Loads
No.
Beam
Size
Base
Strap
W
L
H
Anchor
Nails
(160)
(100)
(160)
(100)
ABU46Z
Double 2x
12
12
39/a
5
7
%
(12) 0.162 x 31/2
2,030
8,475
1,820
6,075
ABU46Z
4x
12
12
38/e
5
7
%
(12) 0.162 x 3Y2
2,155
9,890
1,850
7,090
ABU46RZ
Rough 4x
12
12
4
6
63/4
%
(12) 0.162 x 31/2
2,155
9,890
1,850
7,090
ABU66Z
Triple 2x
12
10
51/2
5
61/a
%
(12) 0.162 x 31/2
1,405
12,715
1,165
9,115
ABU66Z
6x
12
10
51/2
5
61/e
%
(12) 0.162 x 31/2
1,905
12,920
1,640
11,110
ABU66RZ
Rough 6x
12
10
6
6
51-e
%
(12) 0.162 x 31/2
1,905
12,920
1,640
11,110
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed.
Reduce where other loads govern.
2. Downloads may not be increased for short-term loading.
3. Specifier is to design concrete and anchorage for uplift capacity.
4. Beam depth must be a minimum of 71/4".
5. Shims are required for double 2x (1 shim) and triple 2x (2 shims) installations as shown in the Anchorage by
Designer
illustration. Additional fastening of shim to beam is not required.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
StrongTie
Typical ABA44Z
Installation
Beam must extend W, x 7' x 10" wood
past base center structural panel
by 6' min. shim each side of
j� beam
I I (footnote 5)
00
o0
Triple W
beam (min.)
(footnote 4)
ABU66Z Beam
Installation
S9
UPDATED 06/01/19
ABA/ABU/ABw
Adjustable and Standoff Post Bases (cont.)
These products are available with For stainless- Many of these products are approved for installation
additional corrosion protection. ® steel fasteners, ®I with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Allowable Loads - Post Installation
Strong -Tie
Material
(ga.)
Dimensions
(in.)
Fasteners
Allowable Loads
(DF/SP)
Model
No.
Nominal
Post Size
Base
Strap
W
L
H
HB
Anchor
Dia.
(in.)
Nails
(1°')
Bolts
Uplift
Down
(100)
Code
Ref.
QtY.
(in)
Nails
Bolts
ABA44Z
44
16
16
39/16
3s/a
31ti6
—
1/2
(6) 0.148 x 3
—
—
690
—
5,925
ABW44Z
44
16
16
39/s
39/s
21/4
—
1/2
(8) 0.148 x 3
—
—
1,005
—
7,180
ABU44Z
44
16
12
39/16
3
51/2
11/4
%
(12) 0.162 x 31/2
2
1/2
1,900
2,300
7,570
ABU44RZ
Rough 44
16
12
411A6
3
51/4
11/2
%
(12) 0.162 x 31/2
2
1/2
1,900
2,300
7,570
ABA44RZ
Rough 44
16
16
41ti6
31/a
21�Yi6
—
1/2
(6) 0.148 x 3
—
—
655
—
7,215
ABW44RZ
Rough 44
16
16
4
41ti6
11�Yi6
—
1/2
(8) 0.148 x 3
—
—
835
—
7,180
ABW46Z
46
12
16
39/16
59/16
3
—
1/2
(10) 0.148 x 3
—
—
845
—
4,590
ABA46Z
46
14
14
39/s
5-6
31/a
—
%
(8) 0.162 x 31/2
—
—
870
—
10,500
ABU46Z
46
12
12
39/16
5
7
2%
%
(12) 0.162 x 31/2
2
1/2
2,405
2,265
12,520
ABU46RZ
Rough 46
12
12
41Ar
5
6s/4
2%
%
(12) 0.162 x 31/2
2
1/2
2,405
2,265
12,520
ABW46RZ
Rough 46
12
16
4
6
21�Yi6
—
1/2
(10) 0.148 x 3
—
—
780
—
4,590
IBC,
FL, LA
ABA46RZ
Rough 46
14
14
41Ar
5-6
27/a
—
%
(8) 0.162 x 31/2
—
870
0,695
ABU5-5Z
51/a x 51/s
12
10
51/4
5
61A6
11/4
%
(12) 0.162 x 31/2
2
1/2
2,235
2,235
10,570
ABU5-6Z
51/a x 6
12
10
61/a
5
61Ar
11/4
%
(12) 0.162 x 31/2
2
1/2
2,235
2,235
10,570
ABA66Z
6x6
14
14
51/2
5%
31/a
—
%
(8) 0.162 x 31/2
—
—
850
—
10,245
ABW66Z
6x6
12
14
51/2
59/16
3
—
1/2
(12) 0.148 x 3
—
—
1,190
—
12,935
ABU66Z
6x6
12
10
51/2
5
61ti6
11/4
%
(12) 0.162 x 31/2
2
1/2
2,475
2,190
18,205
ABU66RZ
Rough 6x6
12
10
611A6
5
51�Y16
11/2
5/a
(12) 0.162 x 31/2
2
1/2
2,475
2,190
18,205
ABA66RZ
Rough 6x6
14
14
6
5-6
27/a
—
%
(8) 0.162 x 31/2
—
—
850
—
11,500
ABW66RZ
Rough 6x6
12
14
6
6
21�Yi6
—
1/2
(12) 0.148 x 3
—
—
1,190
—
12,935
ABW7-7Z
71/a x 71/s
12
14
75/16
7'A6
3
—
1/2
(12) 0.148 x 3
—
840
14,530
ABU88Z
8x8
14
12
71/2
7
7
—
(2) %
(18) 0.162 x 31/2
—
—
2,570
—
22,405
IBC, FL
ABU88RZ
Rough 8x8
14
12
8
7
7
—
(2) %
(18) 0.162 x 31/2
—
—
2,450
—
19,870
ABU101 OZ
10x10
14
14
91/2
9
71/4
—
(2) %
(22) 0.162 x 31/2
—
—
2,270
—
32,020
ABU101 ORZ
Rough 10x10
14
14
10
9
7
—
(2) %
(22) 0.162 x 31/2
—
—
1,830
—
31,650
IBC,
FL, LA
ABU1212Z
12x12
12
12
111/2
11
71/4
—
(2) %
(22) 0.162 x 31/2
—
—
3,000
—
34,745
ABU1212RZ
Rough 12x12
12
12
12
11
7
—
(2) %
(22) 0.162 x 31/2
—
—
3,000
—
34,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Downloads may not be increased for short-term loading.
3. Specifier is to design concrete and anchorage for uplift loads.
4. ABU products may be installed with either bolts or nails (not both) to achieve table loads. ABU88Z, ABU88RZ, ABU1010Z, ABU1010RZ, and
ABU1212Z/RZ may be installed with (8) 1/4" x 3" Strong -Drive® SIDS Heavy -Duty Connector screws (sold separately) for the same table load.
5. For higher downloads, pack grout solid under 1 " standoff plate before installation. Base download on column or concrete, according to the code.
6. HB dimension is the distance from the bottom of the post up to the first bolt hole.
7. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers.
For SCL columns, the fasteners for these products should always be installed in the wide face.
8. Downloads shall be reduced where limited by allowable loads of the post.
9. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
s i o 69
UPDATED 06/01/19
NKH Engineering Project Title: Kossian Remodel
nkhengineering.com Engineer: NKH
Project ID: 21-003
Project Descr:
Printed: 25 JAN 2021, 10:04PM
General Footin g
File: Posts & Footings.ec6
Software copyright ENERCALC,
INC. 1983-2020, Build:12.20.8.1 i
DESCRIPTION: New Footing
Code References
Calculations per ACI 318-14, IBC 2015, CBC
2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
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)
= 250.0 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
Footing base depth below soil surface
= 0.830 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
No
when max. length or width is greater than
- ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.17 ft
Length parallel to Z-Z Axis =
2.170 ft
Footing Thickness =
10.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - 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
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
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D
3 - # 4 Bars
,r
X-X Section Looking to +Z
Lr L S
Z-Z Section Lookiig to+X
W E H
P : Column Load = 2.30 2.750 3.440 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
S11
NKH Engineering
nkhengineering.com
Project Title: Kossian Remodel
Engineer: NKH
Project ID: 21-003
Project Descr:
Printed: 25 JAN 2021, 10:04PM
General Footing File: Posts & Footings.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17
KW-06012717
DESCRIPTION: New Footing
DESIGN SUMMARY
0- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.8933
Soil Bearing
1.340 ksf
1.50 ksf
+D+S 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
0.1244
Z Flexure (+X)
1.033 k-ft/ft
8.305 k-ft/ft
+1.20D+1.60S
PASS
0.1244
Z Flexure (-X)
1.033 k-ft/ft
8.305 k-ft/ft
+1.20D+1.60S
PASS
0.1244
X Flexure (+Z)
1.033 k-ft/ft
8.305 k-ft/ft
+1.20D+1.60S
PASS
0.1244
X Flexure (-Z)
1.033 k-ft/ft
8.305 k-ft/ft
+1.20D+1.60S
PASS
0.1390
1-way Shear (+X)
10.427 psi
75.0 psi
+1.20D+1.60S
PASS
0.1390
1-way Shear (-X)
10.427 psi
75.0 psi
+1.20D+1.60S
PASS
0.1390
1-way Shear (+Z)
10.427 psi
75.0 psi
+1.20D+1.60S
PASS
0.1390
1-way Shear (-Z)
10.427 psi
75.0 psi
+1.20D+1.60S
PASS
0.2621
2-way Punching
39.313 psi
150.0 psi
+1.20D+1.60S
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
0.6093 0.6093
n/a
n/a
0.406
X-X, +D+Lr
1.50
n/a
0.0
1.193 1.193
n/a
n/a
0.795
X-X, +D+S
1.50
n/a
0.0
1.340 1.340
n/a
n/a
0.893
X-X, +D+0.750Lr
1.50
n/a
0.0
1.047 1.047
n/a
n/a
0.698
X-X, +D+0.750S
1.50
n/a
0.0
1.157 1.157
n/a
n/a
0,771
X-X, +0.60D
1.50
n/a
0.0
0.3656 0.3656
n/a
n/a
0.244
Z-Z, D Only
1.50
0.0
n/a
n/a n/a
0.6093
0.6093
0,406
Z-Z, +D+Lr
1.50
0.0
n/a
n/a n/a
1.193
1.193
0.795
Z-Z, +D+S
1.50
0.0
n/a
n/a n/a
1.340
1.340
0.893
Z-Z, +D+0.750Lr
1.50
0.0
n/a
n/a n/a
1.047
1.047
0.698
Z-Z, +D+0.750S
1.50
0.0
n/a
n/a n/a
1.157
1.157
0.771
Z-Z, +0.60D
1.50
0.0
n/a
n/a n/a
0.3656
0.3656
0.244
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
in2 in2
in2
k-ft
X-X, +1.40D
0.4025
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.40D
0.4025
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.50Lr
0.5169
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.50Lr
0.5169
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.50S
0.560
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.50S
0.560
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+1.60Lr
0.8950
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+1.60Lr
0.8950
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+1.60S
1.033
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+1.60S
1.033
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.20S
0.4310
+Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +1.20D+0.20S
0.4310
-Z
Bottom
0.2160 Min Temp %
0.2765
8.305
OK
S12
NKH Engineering
nkhengineering.com
Project Title: Kossian Remodel
Engineer: NKH
Project ID: 21-003
Project Descr:
Printed: 25 JAN 2021, 10:04PI
General Footin File: Posts & Footings.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17
DESCRIPTION: New Footing
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2 in^2
in"2
k-ft
X-X, +0.90D
0.2588
+Z Bottom
0.2160 Min Temp %
0.2765
8.305
OK
X-X, +0.90D
0.2588
-Z Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.40D
0.4025
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.40D
0.4025
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.50Lr
0.5169
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.50Lr
0.5169
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.50S
0.560
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.50S
0.560
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+1.60Lr
0.8950
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+1.60Lr
0.8950
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+1.60S
1.033
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+1.60S
1.033
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.20S
0.4310
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +1.20D+0.20S
0.4310
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
Z-Z, +0.901)
0.2588
-X Bottom
0.2160 Min Temp %
0.2765
8.305
OK
Z-Z, +0.90D
0.2588
+X Bottom
0,2160 Min Temp %
0.2765
8.305
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu 1 Phi*Vn
Status
+1.401D
4.06 psi
4.06 psi
4.06 psi 4.06 psi
4.06 psi
75.00 psi
0.05
OK
+1.20D+0.50Lr
5.22 psi
5.22 psi
5.22 psi 5.22 psi
5.22 psi
75.00 psi
0.07
OK
+1.20D+0.50S
5.65 psi
5.65 psi
5.65 psi 5.65 psi
5.65 psi
75.00 psi
0.08
OK
+1.20D+1.60Lr
9.03 psi
9.03 psi
9.03 psi 9.03 psi
9.03 psi
75.00 psi
0.12
OK
+1.20D+1.60S
10.43 psi
10.43 psi
10.43 psi 10.43 psi
10.43 psi
75.00 psi
0.14
OK
+1.20D+0.20S
4.35 psi
4.35 psi
4.35 psi 4.35 psi
4.35 psi
75.00 psi
0.06
OK
+0.90D
2.61 psi
2.61 psi
2.61 psi 2.61 psi
2.61 psi
75.00 psi
0.03
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
15.32 psi
150.00osi
0.1021
OK
+1.20D+0.50Lr
19.67 psi
150.00PSi
0.1311
OK
+1.20D+0.50S
21.31 psi
150.00osi
0.1421
OK
+1.20D+1.60Lr
34.06 psi
150.00psi
0.2271
OK
+1.20D+1.60S
39.31 psi
150.00osi
0.2621
OK
+1.20D+0.20S
16.40 psi
150.00psi
0.1094
OK
+0.90D
9.85 psi
150.000si
0.06565
OK
S13