REV1 REVIEWED BLD2023-0098+Structural_Analysis_or_Calculations+7.9.2024_5.02.48_PM+4365751CQN
REVISION
Jul 10 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-0098
REVIEWED
CITY OF EDMONDS
CARTER QUINN NORLIN
STRUCTURAL
ENGINEERING
STRUCTURAL
CALCULATIONS
Kleven Residence
734 Fir St
Edmonds, WA 98020
Coupe Architecture
PO Box 50645
Bellevue, WA 98015
07/09/2024
Supplemental Calculations
�Oso WAS,
� �Gc 4ss6s `�,w ww
DNAL �����
► 2033 Sixth Avenue #995 Seattle. WA 98121 206-264-7784 www.CQN-SE.com
FRAMING PLAN NOTES: _TPIPICAL UNLESS NOTED OTHERWISE)
I. ROOFSHFAIHING SHALL BETId PPA RATED SHEATHING (SPAN RATING 54132). NAIL®
ALL FRAMED PANEL EDGES AND OVER SHEARWALLS M 1Od 06". AND 12'. TO ALL
INTERMEDIATEFRAMING. SiRENGTHAXISSHALLBELAIDPEFPENDICUWITO
SUPPORTS. AT EDGES NOTED ON PLAINS TEH PANEL SHALL HAVE A MIINMUM 4'L'
SAMPAN.
2 SW_INDICATES STRUCTURAL WALL TYPE PER SCHEDULE 1256.1 SEE
ARCHRECFUFALDRAWNGS FOR ADDITIONALWALL INFORMATION.
S ALLHEADERSANO BEAMSARE MARKED ON PLAN. REFER NOTE 4 FOR SUPPORT
REOUIRMENTS.
4. COLUMNSSHAIL BE DOUBLE STUDS MINIMUM, U.N.O., WITH BEAM OR HEADER BEARING
FULLY ON COLUMN.
6. EASTINGSHEARWALL TO BE VERIFIED INFIELD. CONFIRM IR'CDXPLYWOODwIS®
f.INSTALIEDWHEREVER(E)SWISINUICATEO.
PLANPLAN NI
NI
ENTIRE
FRAMING PLAN
LEGEND
WALLS BELOW
WALLSABOVE
N
COLUMNS BELOW
COLUMNS ABOVE
^ '
HANGER
ABRUPT CHANGE IN SLABIFRAMING ELEVATION
FUUSH
INDICATES FLUSH BEAM
CROP
INDICATES DROPPED BEAM
lmx
INDICATES SINGLE SIDED SHEARWALL PER
SCHEDULE)VSX.X.
2SWX
INDICATES DOUR E SIDED SHFAmYALL PER
SCHEDULE )VSX.A
INDICATES DETAIL X ON SHEET SIXXX
SPAN AND EXTENTS
SPANANDEXTENTSTHROUGHOLR
INDICATEBSIMPSON HOIDOWN. REFERTO
HOLDOWN SCHEDULE (MAX) FOR THREADED
RODCALLOUT 6 EMBEDMENT INTO CONCRETE
INDICATES SIMPSON STRAP HOLDOWN
2033 6th Avenue, 999K
SeaNe, WA 981 US
Roof F—mg
S2.3
aFORTEWEB'
MEMBER REPORT
Roof, Roof.- Header #3
2 piece(s) 2 x 8 HF No.2
PASSED
0
0
4
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1499 @ 1 1/2"
3645 (3.00")
Passed (41%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
930 @ 10 1/4"
2501
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1504 @ 2' 3"
2569
Passed (59%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.021 @ 2' 3"
0.142
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.039 @ 2' 3"
0.213
Passed (L/999+)
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories IF
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.50"
691
808
1499
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
691
808
1499
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
4' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 4' 6"
N/A
5.5
--
Linked from: Roof:
1 - Uniform (PLF)
0 to 4' 6"
N/A
301.5
359.0
Joist #1, Support
1
0
Member Length : 4' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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/
iocument-library.
Fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
7/8/2024 9:14:58 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Paget/8
aFORTEWEB'
MEMBER REPORT
Roof, Roof.- Header #4A
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
PASSED
0
4
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2289 @ 1 1/2"
7613 (3.00")
Passed (30%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2180 @ 10 1/4"
5544
Passed (39%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4542 @ 2' 3"
8182
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.045 @ 2' 3"
0.142
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.075 @ 2' 3"
0.213
Passed (L/684)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.50"
898
1391
2289
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
898
1391
2289
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
4' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 4' 6"
N/A
7.4
1 - Uniform (PSF)
0 to 4' 6"
3'
15.0
25.0
Linked from: Roof:
2 - Point (lb)
2' 3"
N/A
1560
2444
Ridge Beam #2B,
Support 1
0
Member Length : 4' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
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
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
7/8/2024 9:14:58 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Page 3/8
aFORTEWEB'
MEMBER REPORT
Roof, Roof Header #4B
1 piece(s) 6 x 8 DF No.1
PASSED
0
0
d 6''
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2750 @ 1 1/2"
10313 (3.00")
Passed (27%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2662 @ 10 1/2"
5376
Passed (50%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
5590 @ 2' 3"
5930
Passed (94%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.028 @ 2' 3"
0.142
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.047 @ 2' 3"
0.213
Passed (L/999+)
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories IF
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.50"
1111
1639
2750
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
1111
1639
2750
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
4' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 4' 6"
N/A
10.4
1 - Uniform (PSF)
0 to 4' 6"
2'
20.0
25.0
Linked from: Roof:
2 - Point (lb)
2' 3"
N/A
1995
3053
Ridge Beam #2A,
Support 1
0
Member Length : 4' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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/
iocument-library.
fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
7/8/2024 9:14:58 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Page 4/8
FRAMING PITAN NOIRES (IYEICAL UNLESS NOTED OTHERWISE)
1. FLOOR SHEATHING SHALLBE MZ AAA, STURM1-FLOORWITH A PANEL INDUCE
4020. NAILTO FRAMING WITH 10A03MMON NAILS ® M ® PANEL EDGES AND 1P.IN
FIELD UNLESS NOTED OTHERWISE ON PLANS.
2. EATERIORWALLSHEATHING SLWL BE 15R2'APA PATEDSHEATHING WITHA PANEL
INDEX OF 2410(ORIEINTED STRAND BOARD OF EQUIVALENT THICKNESS,EXPOSURE
NAURU, AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD AT OONTRACTORS
wNl.
9. SW-- INDICATES STRUCTURALWALLTYPE PER SCHEDULE FORIM ION SEE
NiCHEADER SANBEAMSDRAWINGS FOAAOOITONALWNL IEFER NOTO
4. ALLHEADENSAND BEAMS AAE MAAKEDON PLAN. REFER NOTESFOR SUPPORT
REQUIRMENTS
5. FULLY ON SHALL BE DOUBLE STUDS MINIMUM, U.N 0., WITH BEAM OR HEADER BEARING
RESIGN B COLUMN.
6, DESIGNBUILDRAT DL SHALL CONFORM TOSRC 0PSF DESIGNED TO RESIST A
COMPONENTS
LOADg41HETOP AAILPNO Sa PSFON ALLGUARORAIL INFILL
COMPONENTS.
T. %ISTNG WALLTO BEINFIELD. CONFR"W%PLYWOO
4'acINSLLEDWHERER(E)SWISINDICTED.
LUS48
LIPUer Floor Framing
FRAMING PLAN LEGEND
WALLS BELOW
WALLSABOVE
N COLUMNS BELOW
COLUMNS ABOVE
^ ' HANGER
ABRUPT CHANGE IN SLABIFRAMING ELEVATION
FLUSH
INDICATES FLUSH BEAM
CROP
INDICATES DROPPED BEAM
lSWX
INDICATES SINGLE SIDED SHEARWALL PER
SCHEDULEIVS%.%.
2SW%
INDICATES DOUR E SIDED SHEAIWiALL PER
SCHEDULE XIS%.%.
INDICATES DETAIL %ON SHEET SIX XX
SPAN AMID EXTENTS
SPAN AND EXTENTS THROUGHOUT
INDICATES IIMPSON HOLOOWN. REFER TO
HOLDOWN SCHEDULE (YJSXX) FOR THREADED
RODCNLOUT 6 EMBEDMENT INTO CONCRETE
INDICATES 3IMPSON STRAP HOLDOWN
2033 GM Avenue, 3995
Suffle, WA 98109
W
U
z
W
In
VN
W
W w�
Lu o
he xw
UpperFl—
F—II,g
S2.2
FRAMING PITAN NOTES (IYEICAL UNLESS NOTED OTHERWISE)
FRAMING PLAN
LEGEND
1. FLOOR SHEATHING SHALL BE MZ ARA, STURDEI-FLOOR WITH A PANEL INDEX OF
WALLS BELOW
40@0. NAIL TO FRAMING WITH IW COMMON NAILS 4 Y 6 PANEL EDGES AND 1T.IN
INDICATES DETAIL %ON SHEET SIX X%
FIELD UNLEBE NOTED OTHERWISE ON PLANS.
2. EATERIORWALLSHEATHING SHALL BE 15R2'APA PATEDSHEATHING WFHA PANEL
WALLSABOVE
\_
INDEX OF 2410(ORIEINTED STRAND BOARD OF EQUIVALENT THICKNESS,EXPOSURE
RATING, AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD AT CONTRACTORS
N
COLUMNS BELOW
B
SPAN AMID EXTENTS
OPTION).
COLUMNS ABOVE
9. SW- _INDICATES STRUCTURALWALLTYPEPERSCHEOULE SEE
FORIM ION
NiCHEADERPAND BEAMSAREMAROI110NALWNLINWAMATEO
4. ALLHEAOENSAND BEAMS AAE MAPNEDON PLAN. REFER NOTESF0RSUPPORT
^ '�
HANGER
SPAN ANO EXTENiSTHAWGHOIF
RDLUMNS NTS
5. SHALL BE DOUBLE STUDS MINIMUM, U.N O., WITH BEAM 0A HEADER BEARING
SHALL
FRS
ABRUPT CHANGE IN 3LABIFRAMING ELEVATION
FULLY ON
FULLY B COLUMN.
DESIGNED TORESIST A
6, DESIGN BUILD HANDRAILSDMH
INDICATES SCHEDUL
ENFORMTOSRC0PSF
CONCENTRATED LOADgJ iHETOP AAILPNO50 PSFON ALLGUARORAIL INFILL
FLUSH
INDICATES FLUSH BEAM
UQSXX)N. FOR
HDDCW SCHEDULEDMEN�NTO THREADED
COMPONENTS
COMPONENTS.
RCOCNLOUi6EMBEDMENi INTO CONCRETE
1. EXISTING SHEARWALL TO BE VENTED IN FIELD. CONFIRM IR"CO%PLYWOOD W SO®
CROP
INDICATES DROPPED BEAM
4- ac INSTALLED WHEREYER(E) SW IS INDICATED.
INDICATE531MP30N STRAP HOEDOWN
15W%
INDICATES SINGLESIDED SHEARWALL PER
SCHEOULEIVS%.%.
2SW%
INDICATES DOUR E SIDED SHEARWALL PER
SCHEDULE )USX .%.
Ha C4f0 HANGER ,i (E)SW PERPLAN L. (E)SW El SW RAN (E)SW PER PLAN
NOIEi 1e4N0� ss
FIR i—
e
OR 6'/uBXPSL SY�dISPSL
FOR Ipl
4.10 35� LEDGER Nd(2 'II LAG jr.
)M HDR i
yy p�ppLA 2x10 LEDGERxtl(2)ROWSX' (E)SW PER PLAN �� (4)DTTIZTIES
TYP UNO E1 O.6'LAGS®1Tac TYR UNO NOTE ATTACH PER SIS6.1
w 2U0LEDGERxtl(2) 1, (4)OTTIZTIE9 R
TTT ROWS %'Onf'LAGS mo ATTACHPER61S6.1
N
2a106 a Q12ta TYPUNO _-pip DOUBLETOP PLATE O
TYPD z� WALL, HALF ON WALL AND
JOIST NO HALF ON HEADER
� %(eI�10X IBVIF 11 � I
/ qII
y�Al '4't 11 �a.¢ 5Fu12 GLB VIF I
4x10F 4XTBEB V L = I
- 66 — \\ �� GS14M 4'f)"INSTALL ON
1\ II OOUBIETOP PLATE OF
fO/Fj �q j \ II WPLL, HALF ON WALLPNO
(E)CONCRETE HNFIXJ HEADER
WALLVIF � !n
CONCRETE STAIR ON
GRADE PER 03.0
Main Level Fami.g
SITE RETAKING WALL PER ARCH
REFERTO INS3.0
STAIR ONGRAOE PER
a FO RT E W E B MEMBER REPORT PASSED
Main Floor, MF: Header #16
1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam
0
NMI
0
9
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
4483 @ 1 1/2"
9994 (3.00")
Passed (45%)
1.0 D + 1.0 L (All Spans) [1]
Shear (Ibs)
4163 @ 1' 6"
13581
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-Ibs)
31134 @ 9'
38121
Passed (82%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)
0.370 @ 9' 2 5/16"
0.456
Passed (L/592)
1.0 D + 1.0 L (All Spans) [1]
Total Load Defl. (in)
0.617 @ 9' 2 7/16"
0.608
Passed (L/355)
1.0 D + 1.0 L (All Spans) [1]
• Deflection criteria: ILL (L/480) and TL (L/360).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 0.99 that was calculated using length L = 18' 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
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Trimmer - HF
3.00"
3.00"
1.50"
2046
2437/-17
4483
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
2016
2333
4349
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18' 6" o/c
Bottom Edge (Lu)
18' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location
Tributary
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 18' 6"
N/A
18.7
1 - Uniform (PSF)
0 to 18' 6"
16' 3"
7.5
-
Wall Weight
2 - Uniform (PSF)
0 to 18' 6"
1' 3 15/16"
15.0
40.0
Residential
Loading
Linked from: MR
3 - Point (lb)
9'
N/A
1093
3786/-992
Beam #10,
Support 3
Member Length : 18' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
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
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
7/8/2024 9:14:58 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Page 5/8
a FORTE rV GB MEMBER REPORT
FAILED
Main Floor, MF. Beam 16 w/ Hold downs
1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam
An excessive up i - ort located at 1 1/2" failed this product.
An excessive uplift of -1313 Ibs at support located at 18' 4 ct. uplift resovled w/ existing CC cap @ beam end
Overall Length: 18' 6"
I I
18'
it ❑2
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
6510 @ 1 1/2"
9994 (3.00")
Passed (65%)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans) 1
Shear (Ibs)
4163 @ 1' 6"
13581
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-Ibs)
31134 @ 9'
38121
Passed (82%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Neg Moment (Ft-Ibs)
-8054 @ 1T 3"
47406
Passed (17%)
1.60
0.6 D - 0.7 E (All Spans) [1]
Live Load Defl. (in)
0.370 @ 9' 2 1/4"
0.456
Passed (L/592)
--
1.0 D + 1.0 L (All Spans) [1]
Total Load Defl. (in)
0.617 @ 9' 2 7/16"
0.608
Passed (L/355)
-
1.0 D + 1.0 L (All Spans) [1]
• Deflection criteria: LL (L/480) and TL (L/360).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 0.99 that was calculated using length L = 18' 3".
• Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 7' 15/16".
• 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.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Seismic
Factored
Supports
Accessories
1 -Trimmer - HF
3.00"
3.00"
1.95"
2046
2437/-17
50211-502
6510/-2287
None
2 - Trimmer- HF
3.00"
3.00"
1.70"
2016
2333
3604/-360
5658/-1313
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18' 6" o/c
Bottom Edge (Lu)
18' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Seismic
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.60)
Comments
Width
0 - Self Weight (PLF)
0 to 18' 6"
N/A
18.7
1 - Uniform (PSF)
0 to 18' 6"
16' 3"
7.5
-
-
Wall Weight
2 - Uniform (PSF)
0 to 18' 6"
1' 3 15/16"
15.0
40.0
Residential
Loading
Linked from: MR
3 - Point (Ib)
9'
N/A
1093
3786/-992
Beam #10,
Support 3
4 - Point (lb)
1' 6"
N/A
-
-
8625
5 - Point (Ib)
7'
N/A
-8625
6 - Point (lb)
13' 3"
N/A
8625
ForteWEB Software Operator
Job Notes
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
Member Length : 18' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
7/8/2024 9:14:58 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Page 6/8
a FO RT E W E B MEMBER REPORT FAILED
Main Floor, Beam 19
1 piece(s) 5 1/4" x 9 1/2" 2.0E Parallam@ PSL
An
at support located at 3' 4
Strap provided for standard hold
down forces (not omega level)
MSTC48133 on Each side of
beam.
Overall Length: 3' 6"
I
11
I
3'
it
❑2
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
7883 @ 1 1/2"
9844 (3.00")
Passed (80%)
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
6489 @ 2' 5 1/2"
15428
Passed (42%)
1.60
1.0 D - 0.7 E (All Spans)
Moment (Ft-Ibs)
6155 @ 2' 6"
31337
Passed (20%)
1.60
1.0 D - 0.7 E (All Spans)
Live Load Defl.(in)
0.004 @ 1' 7 1/2"
0.081
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.007 @ 1' 7 5/8"
0.108
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/360).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Member Length : 3' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Factored
Supports
Accessories
1 - Trimmer- HF
3.00"
3.00"
2.40"
1412
543
1324
9244/-924
7883/-5624
None
2 - Trimmer - HF
3.00"
3.00"
2.19"
729
543
315
92444/-924
7200/-6034
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 6" o/c
Bottom Edge (Lu)
3' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Seismic
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.15)
(1.60)
Comments
Width
0 - Self Weight (PLF)
0 to 3' 6"
N/A
15.6
--
--
--
1 - Uniform (PSF)
0 to 3' 6"
16' 3"
10.0
-
Wall Weight
2 - Uniform (PSF)
0 to 3' 6"
7' 9"
15.0
40.0
Residential
Loading
3 - Point (lb)
6"
N/A
-
-
1502
4 - Point (lb)
2' 6"
N/A
-
-
-15022
Linked from: Roof
5 - Point (lb)
9"
N/A
1111
1639
-
Header #4B,
Support 2
Omega level forces
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
Natosha Norlin
Carter Quinn Norlin
(206) 264-7784
nln@cqn-se.com
7/8/2024 9:19:35 PM UTC
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
Weyerhaeuser File Name: Kleven
Page 1 / 1
Seismic
Project:
Kleven Residence
Seismic Design Parameters
Site Class
D
Risk Category
II
Importance Factor
1
Ss
1.281
S1
0.450
Fa
1.200
Fv
1.850
Sms
1.537
S m 1
0.833
Sds
1.025
Sd 1
0.555
R
6.5
CS
0.158
k
1
p
1.3
Seismic Desien Cateeory
D
Seismic Weight
Areas (ft)
Roof
1815
Upper Level
1220
Main Level
1800
--
0
--
0
Table 1.5-1
Table 1.5-2
From USGS
Table 11.4-1
Table 11.4-2
Eq. 11.4-1
Eq. 11.4-2
Eq. 11.4-3
Eq. 11.4-4
Table 12.2-1
Ea. 12.8-2
T
Loads
DL-Floor (psf) 15
DL-Roof (psf) 15
DL-Solar (psf) 5
Seismic Base Shear
Vultimate (k) 12.9 E
Vallowable (k) 9.0
Level
Weight (k)
IHeight (ft)
WXf.k
C'X
F. (ult.)
F. (allow.)
Roof
36.3
24.75
898.4
0.63
8.1
5.6
Upper Level
18.3
17
311.1
0.22
2.8
2.0
Main Level
27
8.25
222.8
0.16
2.0
1.4
--
0
0
0.0
0.00
0.0
0.0
-
0
0.0
0.00
0.0
0.0
TOTAL
81.6
-
1432.3
1
12.9
9.0
All references are from ASCE 7-15: Minimum Design loads and Associated Criteria for Buildings and Other Structures
Wind
Project' Kleven Residence
Wind Load Parameters
Chapter 28- Envelope Procedure
Sec. 26.7
Exposure B
Risk Category
II
Table 1.5-1
Mean Roof Height (ft)
24.75
Roof Slope (X/12)
3
Angle
14.0
a (ft)
3
Figure 28.3-1 Note "a"
Kd
0.85
Table 26.6-1
K,f
1
V (mph)
97
K,
0.70
Table 26. 10-1
qh (psf)
14.33
Eq. 26.10-1
Minimum Wind Pressure on
Walls (psf)
16
Minimum Wind Pressure on
Sec. 28.3.4
Building Geometry
Level
Height (ft)
Trib. Height (ft)
Load Case A Direction (ft)
Load Case B Direction (ft)
Plan North/South
Plan East/West
Above Roof
3.75
3.75
52
28
Roof
8.5
4.25
52
28
Upper Level
8.5
8.5
52
28
Main Level
8.5
8.5
52
28
0
0
0
0
0
0
0
0
Height below Level "Rectangle" Dimension "Pentagram" Dimension
GCpf Values Summary (28.3-1)
Building Surface Load Case A Load Case B
Roof 0.25
Roof Corners 0.44 -
Wall 0.85 0.69
Wall Corners 1.28 1.04
Load Case A - Plan North/South
Level
A (ft)
F = qh*GCpf*A (k)
Total Wind Load (Ultimate, k)
Minimum Load (Ultimate, k)
Total (allowable, k)
Roof - roof
173
0.61
0.75
1.56
0.94
Corners
23
0.14
Roof - walls
196
2.39
2.86
3.54
2.12
Corners
26
0.47
Upper Level
391
4.78
5.71
7.07
4.24
Corners
51
0.94
Main Level
391
4.78
5.71
7.07
4.24
Corners
51
0.94
--
0
0.00
0.00
0.00
0.00
Corners
0
0.00
--
0
0.00
0.00
0.00
0.00
Corners
0
0.00
Load Case B - Plan East/West
Level
A (ft)
F = qh*GCpf*A (k)
Total Wind Load (Ultimate, k)
Minimum Load (Ultimate, k)
Total (allowable, k)
Roof - roof
83
0.82
0.98
0.75
0.59
Corners
11
0.17
Roof - walls
94
0.92
1.11
1.70
1.02
Corners
13
0.19
Upper Level
187
1.85
2.23
3.40
2.04
Corners
26
0.38
Main Level
187
1.85
2.23
3.40
2.04
Corners
26
0.38
--
0
0.00
0.00
0.00
0.00
Corners
0
0.00
-
0
0.00
0.00
0.00
0.00
Corners
0
0.00
Wind Loads Summary
Plan North/South
Plan East/West
Level
Wind Load (Ultimate, k) Wind Load (Allowable, k)
Wind Load (Ultimate, k) Wind Load (Allowable, k)
Roof
5.10 3.06
2.68 1.61
Upper Level
7.07 4.24
3.40 2.04
Main Level
7.07 4.24
3.40 2.04
--
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Base Shear
1 19.24 11.54
1 9.48 5.69
WL-E
Level
Total Wall Line
Seismic Forces (k)
Wind Forces (k) Story Heights (ft)
Lengths (ft)
Roof
34.5
2.82
1.50 7.75
Upper Level
41
3.80
3.39 7.75
Main Level
33
4.50
5.28 7.5
0
0
Max H/W Ratio 2
3.5
ROOF
Length (ft)
H/W Ratio
1
Increase
Force in Wall Elements Dead Loads
Seismic Overturning (k)
Wind Overturning (k)
Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (Ib)
(ASD)
(ASD)
19.5
0.40
1.00
82 43 1511 195
0.04
-0.18
15
0.52
1.00
82 43 1163 150
0.18
-0.06
SW-1
UPPER LEVEL
1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (Ib) (ASD) (ASD)
22.75 0.34 1.00 93 83 1763 228 0.02 0.04
18." 0.42 1.00 93 83 1414 183 0.16 0.16
Tie
MAIN LEVEL
1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Length (ft) H/W Ratio Increase Seismic Shear (Dlf) Wind Shear folf) Wall (Ibl Floor (Ib) (ASD) (ASD)
Holdown Line
Increase per 4.3.4.2 ANSI/AWC SDPWS-2015
Per Table 4.3.4 ANSI/AWC SDPWS-2015
As Built: Nailing for Shear Wall
(LINO P;C,�, MKT. Ir `Il a.
6 `"� 31 -,0 9e T U
o, c, 0 PAf4--: E3 aeAl Al
e d 6 V^L_V ti4
capacity= 350
W L-W
Total Wall Line
Level
Seismic Forces (k)
Wind Forces (k)
Story Heights (ft)
Lengths (ft)
Roof
7.5
2.824
1.50
7.75
Upper Level
8.5
3.80
3.39
7.75
Main Level
29.834
4.50
5.28
7.5
0
0
Max H/W Ratio z 3.5
ROOF
Length (ft) H/W Ratio Increase Force in Wall Elements
1
Seismic Shear (plf) Wind Shear
3.5 2.21 1.03 387 199
2 1.00 1.00 377 199
2 1.00 1.00 377 199
Dead Loads
Wall (lb) Floor
271 35
155 20
155 20
Seismic Overturning (k) Wind Overturning (k)
(ASD) (ASD)
2.81 6.09 s 20 omega level for
6.09 3.20 discontinuous:2.5
(
Shear Wall
SW-3 I
( Strap Tie
I MSTC52
UPPER LEVEL
1
Force in Wall Elements
Dead Loads
Seismic Overturning (k) Wind Overturning (k)
Length (ft)
H/W Ratio
Increase
Seismic Shear (plf) Wind Shear (plf)
Wall (Ib)
Floor (Ib)
(ASD) (ASD)
3.5
2.21
1.03
460 399
271
341
3.25 2.91
5
1.55
1.00
447 399
388
488
3.16 2.83
Shear Wall
SW-4
Strap Tie
MSTC52
MAIN LEVEL
Length (ft)
H/W Ratio
Increase'
Force in Wall Elements
Dead Loads
Seismic Overturning (k) Wind Overturning (k)
Seismic Shear If Wind Shear If
Wall Ib
Floorfib)
ASD ASD
14
0.54
1.00
151 177
1050
1365
0.29 0.60
3.167
2.37
1.05
158 177
238
309
0.94 1.16
4.5
1.67
1.00
151 177
338
439
0.86 1.10
3.167
2.37
1.05
158 177
238
309
0.94 1.16
5
1.50
1.00
151 177
375
488
0.83 1.07
Holdown Line
1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015
Z Per Table 4.3.4 ANSI/AWC SDPWS-2015
W L-N
Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft)
Lengths (ft)
Roof 10.75 2.82 1.53 7.75
Upper Level 8.25 3.80 3.65 7.75
Main Level 6 4.50 5.77 7.5
0
0
Max H/W Ratio 2 3.5
ROOF
1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) (ASD) (ASD)
6.25 1.24 1.00 263 142 484 656 1.64 0.76
4.5 1.72 1.00 263 142 349 473 1.75 0.86
Shear Wall I SW-2
UPPER LEVEL
- - ---- - Seismic Shear (pit) Wind Shear (pit) Wall (
4.5 1.72 1.00 461 442 349
3.75 2.07 1.01 465 442 291
Strap Tie I MSTC40
Is Seismic Overturning (k) Wind Overturning (k)
Floor (lb) (ASD) (ASD)
68 3.43 3.30
56 3.45 3.33
) Shear Wall ( SW-4 ( ( Strap Tie ( MSTC52
MAIN LEVEL
1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) (ASD) (ASD)
3 2.50 1.07 750 963 675 405 1.55 1.99
3 2.50 1.07 750 963 675 405 1.55 1.99
Shear Wall I SW-6 I I Holdown IUSE FTAO HOLD DOWN FORCE = 1983 LB
Holdown Line
1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015
2 Per Table 4.3.4 ANSI/AWC SDPWS-2015
Project Information
Code: Date: 7/2/2024
Designer: NLN
Client: COUPE Arch
Project: Kleven Residence
Wall Line: Wall Line N Main Floor
I llfrl I nl Ifil I �lfrl
V(Ib)
2
Shear Wall Calculation Variables
L1 3.00 ft ha 1.25 ftl Wall Pier Aspect Ratio Adj. Fact
L2 3.00 ft ho 7.00 ft P1=ho L1= 2.33 0.958
hwau 8.25 ft hb 0.00 ft P2=hJL2= 2.33 0.958
Lwau 24.00 ft Lol 18.00 ft
1. Hold-down forces: H = Vhw,ii/Lw,ii 1983 Ibf
2. Unit shear above + below opening
First opening: vat = vbl = H/(ha+hb) = N/A
3. Total boundary force above + below openings
First opening: Ol = val x (Lol) _
4. Corner forces
F1 = O1(Ll)/(L1+L2) _
F2 = O1(L2)/(L1+L2) _
5. Tributary length of openings
Tl = (L1*Lol)/(L1+L2) = 9.00 ft
T2 = (L2*Lol)/(L1+L2) = 9.00 ft
6. Unit shear beside opening
v1 = (V/L)(Ll+T1)/Ll = 962 plf
v2 = (V/L)(T2+L2)/L2 = 962 plf
Check vl*L1+v2*L2=V? 5770 lbf OK
7. Resistance to corner forces
Rl = v1*L1 = 2885 Ibf
R2 = v2*1_2 = 2885 Ibf
8. Difference corner force + resistance
R1-F1 =
R2-F2 =
9. Unit shear in corner zones
vcl = (Rl-F1)/Ll
vc2 = (R2-F2)/L2
leck Summary of Shear Values for One Opening
ne 1: vcl(h,+hb)+vl(h,)=H? 6732
ne 2: va1(ha+hb)-vc1(ha+hb)-v1(h,)=0? 6732
ne 3: val(h,+hb)-vc2(h,+hb)-vl(h,)=0? 6732
ne 4: vc2(ha+hb)+v2(ho)=H? 6732
Design Summary*
Req. Sheathing Capacity N/A 4-Term Deflection 3-Term Deflection
Req. Strap Force 4-Term Story Drift % 3-Term Story Drift
Req. HD Force (H) 1983 Ibf
Req. Shear Wall Anchorage Force N—) 240 plf
*The Design Summary assumes that the shear wall is designed as blocked.
WL-S
Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft)
Lengths (ft)
Roof 13.75 2.82 1.53 7.75
Upper Level 7 3.80 3.65 7.75
Main Level 10.75 4.50 5.77 7.5
0
0
Max H/W Ratio z 3.5
ROOF
Length (ft) H/W Ratio Increase'
Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Seismic Shear (plf) Wind Shear (plf) Wall (Ib) Floor (Ib) (ASD) (ASD)
13.75 0.56 1.00 205 111 1066 1444 0.71 0.11
( Shear Wall i SW-1 ( ( Strap Tie ( Strap Tie/Holdown Not Required
UPPER LEVEL
Force in Wall Elements
Length (ft) H/W Ratio Increase' Seismic Shear (plf) Wind Shear
3.5 2.21 1.03 558 521
3.5 2.21 1.03 558 521
Dead Loads Seismic Overturning (k) Wind Overturning (k)
Wall (Ib) Floor (Ib) (ASD) (ASD)
543 420 3.87 3.75
543 420 3.87 3.75
DU4 w/ (2) 2x
MAIN LEVEL
1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k)
Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (Ib) Floor (lb) (ASD) (ASD)
10.75 0.70 1.00 419 537 2419 1451 1.79 2.87
HDU8 where wall stacks.
=3.87/2+1.79 = 5.66
( Shear Wall i SW-3 ( ( Holdown ( HDU4 w/ (2) 2x
Holdown Line
' Increase per 4.3.4.2 ANSI/AWC SDPWS-2015
2 Per Table 4.3.4 ANSI/AWC SDPWS-2015
!►'71►v1'1+'10 ' Anchor DesignerT"'
Software
Version 3.2.2311.2
1.Project information
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 7.000
Code report: ESR-5026
Anchor category: -
Anchor ductility: Yes
hmin (inch): 8.38
cap (inch): 11.35
Cmin (inch): 2.00
Smin (inch): 3.00
Recommended Anchor
Anchor Name: AT-3GTM -AT-3G w/ 5/8"0 F1554 Gr. 36
Code Report: ESR-5026
H
Company:
Date:
9/6/2022
Engineer:
I Page:
1 /5
Project:
Address:
Phone:
E-mail:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 24.00
State: Cracked
Compressive strength, f'� (psi): 2500
qj.,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: Yes
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
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]: 2215
Wax [lb]: 0
Way [lb]: 0
<Figure 1>
KI
Company:
Date:
9/6/2022
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
I
2215 lb
111%� Y
0 lb
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
<Figure 2>
Company:
Date:
9/6/2022
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. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��I�z•�►�■ Anchor DesignerT"'
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (lb)
1 2215.0 0.0 0.0 0.0
Sum 2215.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (Ib) rd ONsa (Ib)
13110 0.75 9833
0.0
6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5)
Tk,cr = Tkcrfshort-ter Ksat(f'c/ 2,500)nC[N.seis
Tk,cr (psi) fshort-term Ksat (XN.seis f'c (psi) n Tk,cr (psi)
1110 1.00 1.00 0.95 2500 0.10 1055
Nba Tcr,7daher(Eq. 17.4.5.2)
� a Tcr (psi) da (In) het (In) Nba (Ib)
1.00 1055 0.63 7.000 14494
0.750Na = 0.750 (ANa I ANao) Ved,Na V cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a)
ANa (in') ANao (In2) cNa (In) ca.min (In) Ved,Na Vp,Na Nao (lb)
143.34
321.02
8.96
4.00
0.834
m
14494
0.0
0. 55
0.75t^ (lb)
2631
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
E-71►��I�z•�►�■ Anchor Designer TM
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6)
Tension Factored Load, N (lb) Design Strength, oNn (lb) Ratio Status
Steel 2215 9833 0.23 Pass
Adhesive 2215
2631
0.84
AT-3G w/ 5/8" fd F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria.
Pass (Governs)
12. Warnings
- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
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
!►'71►v1'1+'10 ' Anchor DesignerT"'
Software
Version 3.2.2311.2
1.Project information
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 10.000
Code report: ESR-5026
Anchor category: -
Anchor ductility: Yes
hmin (inch): 11.38
cap (inch): 17.42
Cmin (inch): 2.00
Smin (inch): 3.00
Recommended Anchor
Anchor Name: AT-3GTM -AT-3G w/ 5/8"0 F1554 Gr. 36
Code Report: ESR-5026
H
Company:
Date:
9/6/2022
Engineer:
I Page:
1 /5
Project:
Address:
Phone:
E-mail:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 24.00
State: Cracked
Compressive strength, f'� (psi): 2500
qj.,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: Yes
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
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]: 3750
Wax [lb]: 0
Way [lb]: 0
<Figure 1>
KI
Company:
Date:
9/6/2022
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
I
3750 lb
111%� Y
0 lb
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
<Figure 2>
Company:
Date:
9/6/2022
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. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��I�z•�►�■ Anchor DesignerT"'
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (lb)
1 3750.0 0.0 0.0 0.0
Sum 3750.0 0.0
Maximum concrete compression strain (%e): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (Ib) rd ONsa (Ib)
13110 0.75 9833
0.0
6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5)
Tk,cr = Tkcrfshort-ter Ksat(f'c/ 2,500)nC[N.seis
Tk,cr (psi) fshort-term Ksat (XN.seis f'c (psi) n Tk,cr (psi)
1110 1.00 1.00 0.95 2500 0.10 1055
Nba Tcr,7daher(Eq. 17.4.5.2)
� a Tcr (psi) da (In) het (In) Nba (Ib)
1.00 1055 0.63 10.000 20705
0.750Na = 0.750 (ANa I ANao) Ved,Na V cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a)
ANa (in') ANao (In2) cNa (In) ca.min (In) Ved,Na Vp,Na Nao (lb)
143.34
321.02
8.96
4.00
0.834
m
20705
0.0
0. 55
0.75t^ (lb)
3758
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
E-71►��I�z•�►�■ Anchor Designer TM
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6)
Tension Factored Load, N (lb) Design Strength, oNn (lb) Ratio Status
Steel 3750 9833 0.38 Pass
Adhesive 3750
3758
1.00
AT-3G w/ 5/8" fd F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria.
Pass (Governs)
12. Warnings
- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
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
!►'71►v1'1+'10 ' Anchor DesignerT"'
Software
Version 3.2.2311.2
1.Project information
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.875
Effective Embedment depth, hef (inch): 16.000
Code report: ICC-ES ESR-4057
Anchor category: -
Anchor ductility: Yes
hmin (inch): 18.00
cap (inch): 38.63
Cmin (inch): 1.75
Smin (inch): 3.00
Recommended Anchor
Anchor Name: SET-3GTA/ - SET-3G w/ 7/8" 0 F1554 Gr. 36
Code Report: ICC-ES ESR-4057
Company:
Date:
9/6/2022
Engineer:
Page:
1 /5
Project:
Address:
Phone:
E-mail:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 24.00
State: Cracked
Compressive strength, f'� (psi): 2500
qjc,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: Yes
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): Not applicable
Ignore 6do requirement: Not applicable
Build-up grout pad: No
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
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]: 5660
Wax [lb]: 0
Way [lb]: 0
<Figure 1>
KI
Company:
Date:
9/6/2022
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
I
5660 lb
0 lb
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
!►'71►v1'1+'10 ' Anchor Designer TM
Software
Version 3.2.2311.2
<Figure 2>
Company:
Date:
9/6/2022
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. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��I�z•�►�■ Anchor DesignerT"'
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (lb)
1 5660.0 0.0 0.0 0.0
Sum 5660.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (Ib) rd r6Nsa (Ib)
26795 0.75 20096
0.0
6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5)
Tk,cr = Tkcrfshort-ter Ksat(f'c/ 2,500)nC[N.seis
Tk,cr (psi) fshort-term Ksat (XN.seis f'c (psi) n Tk,cr (psi)
1265 1.00 1.00 1.00 2500 0.24 1265
Nba Tcr,7daher(Eq. 17.4.5.2)
� a Tcr (psi) da (In) het (In) Nba (Ib)
1.00 1265 0.88 16.000 55638
0.750Na = 0.750 (ANa I ANao) Ved,Na V cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a)
ANa (in') ANao (In2) cNa (In) ca.min (In) Ved,Na Vp,Na Nao (lb)
144.00
547.63
11.70
4.00
0.803
m
55638
0.0
0. 55
0.75t^ (lb)
5724
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
E-71►��I�z•�►�■ Anchor Designer TM
Software
Version 3.2.2311.2
0
Company:
Date:
9/6/2022
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6)
Tension Factored Load, N (lb) Design Strength, oNn (lb) Ratio Status
Steel 5660 20096 0.28 Pass
Adhesive 5660
5724
0.99
SET-3G w/ 7/8" fd F1554 Gr. 36 with hef = 16.000 inch meets the selected design criteria.
Pass (Governs)
12. Warnings
- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
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