HomeMy WebLinkAbout2020-09-09 240 BURWELL ST - Permits
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16-164-02
Inhabit Burwell
242 Burwell Street
Bremerton, WA 98337
for
One Build, Inc
April 18, 2019
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04/18/2019
LM
1.1
1.0 Design Criteria
1.2
1.3
X
1.4
1.5
1.6
_
2.1
2.0 Wood Gravity
2.6
MEMBER REPORT
PASSED
Typ Floor, B1: Typ Floor Bm (Interior Wall)
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Drop Beam
Member Reaction (lbs)2147 @ 1 1/2"3281 (3.00")Passed (65%)--1.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)1358 @ 1' 2 7/8"3948Passed (34%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)3359 @ 3' 4 1/2"8924Passed (38%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.045 @ 3' 4 1/2"0.217Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.071 @ 3' 4 1/2"0.325Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 9" o/c unless detailed otherwise.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveTotal
Supports
1 - Stud wall - DF3.00"3.00"1.96"79713502147None
2 - Stud wall - DF3.00"3.00"1.96"79713502147None
DeadFloor Live
Tributary Width(0.90)(1.00)
Location (Side)Comments
Loads
0 - Self Weight (PLF)0 to 6' 9"N/A6.1--
1 - Uniform (PSF)0 to 6' 9" (Top)10'23.040.0Default Load
Member Notes
Typ Floor Bm (Interior Wall)
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 OperatorJob Notes
4/17/2019 7:00:56 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.7
MEMBER REPORT
PASSED
Typ Floor, B2: LONG Breezeway Bm
4 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Flush Beam
Member Reaction (lbs)5620 @ 3 1/2"7875 (1.50")Passed (71%)--1.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)4946 @ 1' 3 3/8"15794Passed (31%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)23184 @ 8' 6 1/2"35696Passed (65%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.405 @ 8' 6 1/2"0.412Passed (L/488)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.614 @ 8' 6 1/2"0.825Passed (L/323)--1.0 D + 1.0 L (All Spans)
Deflection criteria: LL (L/480) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 16' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 6" o/c unless detailed otherwise.
Member should be side-loaded from both sides of the member or braced to prevent rotation.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveWindTotal
Supports
1 - Hanger on 11 7/8" LVL beam5812/-
3.50"Hanger¹1.50"19683844-1345See note ¹
1345
2 - Hanger on 11 7/8" LVL beam5812/-
3.50"Hanger¹1.50"19683844-1345See note ¹
1345
Connector: Simpson Strong-Tie
SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories
1 - Face Mount HangerHHUS7.25/103.31"N/A30-16d10-16d
2 - Face Mount HangerHHUS7.25/103.31"N/A30-16d10-16d
DeadFloor LiveWind
Tributary Width(0.90)(1.00)(1.60)
Location (Side)Comments
Loads
0 - Self Weight (PLF)3 1/2" to 16' 9 1/2"N/A24.2----
1 - Uniform (PSF)0 to 17' 1" (Top)4' 6"46.0100.0-35.0Default Load
Member Notes
Long Breezeway Beam
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 OperatorJob Notes
4/17/2019 7:03:55 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 2
2.8
SOLUTIONS REPORT
FAILED
Typ Floor, B3: Typ Breezeway Girder
Current Solution: 4 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Flush Beam
Member Reaction (lbs)9645 @ 14' 7"28875 (5.50")Passed (33%)--1.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)8716 @ 13' 3 1/2"18620Passed (47%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)41781 @ 9'48517Passed (86%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.367 @ 7' 5 7/8"0.356Failed (L/465)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.512 @ 7' 5 3/8"0.712Passed (L/334)--1.0 D + 1.0 L (All Spans)
All Product Solutions
DepthSeriesPliesWood Volume
14"1 3/4" 2.0E Microllam® LVL1x
14"1 3/4" 2.0E Microllam® LVL2x
14"1 3/4" 2.0E Microllam® LVL3x
14"1 3/4" 2.0E Microllam® LVL4x
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member
Report for submittal
purposes.
DEFLECTIONS OK. NO CEILING
SUPPORTED FROM FRAMING. 100
PSF CONCURRENT LIVE LOAD ON
BREEZEWAY AND STAIRS IS
CONSERVATIVE.
ForteWEB Software OperatorJob Notes
4/17/2019 7:13:06 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.9
MEMBER REPORT
PASSED
Typ Floor, B4: GLB @ Brg Wall
1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Drop Beam
Member Reaction (lbs)23568 @ 12' 10"23568 (5.37")Passed (100%)--1.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)17893 @ 11' 4"21465Passed (83%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Pos Moment (Ft-lbs)73405 @ 6' 7 1/4"71752Passed (102%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.220 @ 6' 7 1/4"0.415Passed (L/679)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.347 @ 6' 7 1/4"0.623Passed (L/430)--1.0 D + 1.0 L (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 10" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 12' 5 1/2".
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 LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveTotal
Supports
1 - Plate on concrete - PSL6.00"6.00"5.83"91371585024987None
2 - Hanger on 18" PSL beam6.00"Hanger¹5.37"92951615025445See note ¹
Connector: Simpson Strong-Tie
SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories
2 - Face Mount HangerConnector not foundN/AN/AN/AN/A
DeadFloor Live
Tributary Width(0.90)(1.00)
Location (Side)Comments
Loads
0 - Self Weight (PLF)0 to 12' 10"N/A29.5--
1 - Uniform (PLF)0 to 13' 4" (Top)N/A1354.02400.0Default Load
Member Notes
Typ Level 1 Bm under Walls
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 OperatorJob Notes
4/17/2019 7:41:54 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 2
2.10
MEMBER REPORT
PASSED
Typ Floor, J1: Typ Floor Joist
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Joist
Member Reaction (lbs)413 @ 2 1/2"976 (2.00")Passed (42%)1.001.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)399 @ 3 1/2"1560Passed (26%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)981 @ 5' 1/2"3160Passed (31%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.042 @ 5' 1/2"0.242Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.067 @ 5' 1/2"0.483Passed (L/999+)--1.0 D + 1.0 L (All Spans)
6340Passed----
Deflection criteria: LL (L/480) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 5' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 10" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveTotal
Supports
1 - Stud wall - DF3.50"2.00"1.75"1552694241 1/2" Rim Board
2 - Stud wall - DF3.50"2.00"1.75"1552694241 1/2" Rim Board
DeadFloor Live
Spacing(0.90)(1.00)
Location (Side)Comments
Loads
1 - Uniform (PSF)0 to 10' 1"16"23.040.0Default Load
Member Notes
Typ Floor Joist
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 OperatorJob Notes
4/17/2019 6:52:47 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.11
MEMBER REPORT
PASSED
Roof, J2: Roof Joist
1 piece(s) 11 7/8" TJI® 110 @ 24" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Roof
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Joist
Member Reaction (lbs)663 @ 2 1/2"1122 (2.00")Passed (59%)1.151.0 D + 1.0 S (All Spans)
Building Use : Residential
Shear (lbs)648 @ 3 1/2"1794Passed (36%)1.151.0 D + 1.0 S (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)2335 @ 7' 4"3634Passed (64%)1.151.0 D + 1.0 S (All Spans)
Design Methodology : ASD
Member Pitch : 0/12
Live Load Defl. (in)0.197 @ 7' 4"0.475Passed (L/870)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.362 @ 7' 4"0.712Passed (L/473)--1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 3' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5" o/c unless detailed otherwise.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadSnowTotal
Supports
1 - Stud wall - DF3.50"2.00"1.75"3083676751 1/2" Rim Board
2 - Stud wall - DF3.50"2.00"1.75"3083676751 1/2" Rim Board
DeadSnow
Spacing(0.90)(1.15)
Location (Side)Comments
Loads
1 - Uniform (PSF)0 to 14' 8"24"21.025.0Default Load
Member Notes
Long Roof Joist
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 OperatorJob Notes
4/17/2019 6:55:53 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.12
MEMBER REPORT
PASSED
Roof Deck, J3: Heavy Amenity Joist
2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL @ 12" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Roof
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Joist
Member Reaction (lbs)901 @ 9' 10 1/2"4375 (2.00")Passed (21%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Building Use : Residential
Shear (lbs)749 @ 9"3658Passed (20%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)2792 @ 4' 3"5084Passed (55%)1.151.0 D + 0.75 L + 0.75 S (All Spans)
Design Methodology : ASD
Member Pitch : 0/12
Live Load Defl. (in)0.276 @ 4' 11 15/16"0.322Passed (L/420)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.460 @ 4' 11 13/16"0.483Passed (L/252)--1.0 D + 0.75 L + 0.75 S (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 9' 10" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 10" o/c unless detailed otherwise.
A 4% increase in the moment capacity has been added to account for repetitive member usage.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveSnowTotal
Supports
1 - Stud wall - DF3.50"2.00"1.50"33750425911001 1/2" Rim Board
2 - Stud wall - DF3.50"2.00"1.50"34450426211101 1/2" Rim Board
DeadFloor LiveSnow
Spacing(0.90)(1.00)(1.15)
Location (Side)Comments
Loads
1 - Uniform (PSF)0 to 4' 3"12"23.0100.0-Default Load
2 - Point (PLF)4' 3"12"315.0-375.0
3 - Uniform (PSF)4' 3" to 10' 1"12"46.0100.025.0
Member Notes
Typ Heavy Ammenity Joist @ Level 5 Grid 14-15/B-B.5
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 OperatorJob Notes
4/17/2019 6:57:23 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.13
MEMBER REPORT
PASSED
Typ Floor, Typical Walkway Edge Beam
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
System : Floor
Actual @ LocationAllowedResultLDFLoad: Combination (Pattern)
Design Results
Member Type : Drop Beam
Member Reaction (lbs)1545 @ 2"12031 (3.50")Passed (13%)--1.0 D + 1.0 L (All Spans)
Building Use : Residential
Shear (lbs)1215 @ 1' 1"5922Passed (21%)1.001.0 D + 1.0 L (All Spans)
Building Code : IBC 2015
Moment (Ft-lbs)3658 @ 5' 3/4"6032Passed (61%)1.001.0 D + 1.0 L (All Spans)
Design Methodology : ASD
Live Load Defl. (in)0.081 @ 5' 3/4"0.326Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.124 @ 5' 3/4"0.490Passed (L/951)--1.0 D + 1.0 L (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 10' 2" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 2" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
Bearing LengthLoads to Supports (lbs)
Accessories
TotalAvailableRequiredDeadFloor LiveWindTotal
Supports
1 - Stud wall - DF1545/-
3.50"3.50"1.50"5331012-354None
354
2 - Stud wall - DF1545/-
3.50"3.50"1.50"5331012-354Blocking
354
DeadFloor LiveWind
Tributary Width(0.90)(1.00)(1.60)
Location (Side)Comments
Loads
0 - Self Weight (PLF)0 to 10' 1 1/2"N/A13.2----
1 - Uniform (PSF)0 to 10' 1 1/2" (Front)2'46.0100.0-35.0Default Load
Member Notes
Typical Walkway Edge Beam
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 OperatorJob Notes
4/17/2019 7:18:36 PM UTC
Blake Bergh
ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2
Lund Opsahl
(206) 402-5156
File Name: Inhabit Burwell - Wood Bldg
bbergh@lundopsahl.com
Page 1 / 1
2.14
2.15
2.16
2.17
2.18
2.19
2.20
2.21
2.22
2.23
2.24
2.25
2.26
3.1
3.0 Wood Lateral
Seismic Governed
3.2
X
3.3
X
3.4
3.10
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 2
Description :
Dbmdvmbujpot!qfs!JCD!3123-!DCD!3124-!BTDF!8.2
General Information
Applied Lateral Force10.0k
Location of Shear Application :
Distance from "X" datum point59.0ft
.....Additional Orthogonal Forcek
Distance from "Y" datum point29.50ft
Maximum Load Used for Analysis :10.0k
Accidental Torsion values per ASCE 7-05 12.8.4.2
Note:
This load is the vector resolved from the above
Ecc. as % of Maximum Dimension 5.00%
two entries and will be applied to the system of
elements at angular increments.Maximum Dimensions :
Along "X" Axis139.0ft
Along "Y" Axis79.830ft
Load Anglular Increment 90.0deg
Accidental Eccentricity Anglular Increment 45.0deg
Additional Eccentricity +/- from "X" Coord. of Load Application :6.950ft
Additional Eccentricity +/- from "Y" Coord. of Load Application :3.992ft
Center of Rigidity Location (calculated) . . .
"X" dist. from Datum65.081ft
"Y" dist. from Datum35.526ft
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
2-02
Label :
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-03.E
Major Axis = 0.0000inMinor Axis = 0.1920in
2-03.F
Label :
Major Axis = 0.0000inMinor Axis = 0.1820in
Label :2-03.G
Major Axis = 0.0000inMinor Axis = 0.1430in
Label :2-06
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-07.E
Major Axis = 0.0000inMinor Axis = 0.2140in
Label :2-07.F
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :2-07.G
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :2-08
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-10
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-12
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-14
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-16
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :2-B.01
Major Axis = 0.2140inMinor Axis = 0.0000in
Label :2-B.02
Major Axis = 0.2100inMinor Axis = 0.0000in
Label :2-B.04
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.05
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.08
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.09
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.10
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.11
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.12
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :2-B.13
Major Axis = 0.2000inMinor Axis = 0.0000in
2-B.14
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
2-B.15
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
2-C.01
Label :
Major Axis = 0.1920inMinor Axis = 0.0000in
2-C.02
Label :
Major Axis = 0.1900inMinor Axis = 0.0000in
2-C.04
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.05
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.08
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.09
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.10
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.11
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
2-C.12
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
Label :2-C.13
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :2-C.14
Major Axis = 0.1820inMinor Axis = 0.0000in
3.11
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 2
Description :
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
Label :2-C.15
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :2-E
Major Axis = 0.0297inMinor Axis = 0.0000in
Label :2-H
Major Axis = 0.0297inMinor Axis = 0.0000in
List of maximum shear forces applied to resisting elements
DESIGN SUMMARY
Maximum Shear along MAJOR AxisMaximum Shear along MINOR Axis
Resisting ElementShear Force (k)Shear Force (k)
Load AngleX-Ecc (ft)Y-Ecc (ft)Load AngleX-Ecc (ft)Y-Ecc (ft)
2-02 0.000 1.729
0 6.08 -10.02 90 13.03 -6.03
2-03.E 0.000 0.262
0 13.03 -6.03 90 13.03 -6.03
2-03.F 0.000 0.276
0 13.03 -6.03 90 13.03 -6.03
2-03.G 0.000 0.352
0 13.03 -6.03 90 13.03 -6.03
2-06 0.000 1.471
0 6.08 -10.02 90 13.03 -6.03
2-07.E 0.000 0.195
0 13.03 -6.03 90 13.03 -6.03
2-07.F 0.000 0.209
0 13.03 -6.03 90 13.03 -6.03
2-07.G 0.000 0.209
0 13.03 -6.03 90 13.03 -6.03
2-08 0.000 1.385
0 6.08 -10.02 90 13.03 -6.03
2-10 0.000 1.298
0 6.08 -10.02 270 13.03 -6.03
2-12 0.000 1.470
0 6.08 -10.02 270 13.03 -6.03
2-14 0.000 1.641
0 6.08 -10.02 270 13.03 -6.03
2-16 0.000 1.727
0 6.08 -10.02 270 13.03 -6.03
2-B.01 0.270 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.02 0.275 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.04 0.289 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.05 0.289 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.08 0.289 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.09 0.289 0.000
0 6.08 -10.02 90 13.03 -6.03
2-B.10 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-B.11 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-B.12 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-B.13 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-B.14 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-B.15 0.289 0.000
0 6.08 -10.02 270 13.03 -6.03
2-C.01 0.267 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.02 0.270 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.04 0.281 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.05 0.281 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.08 0.281 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.09 0.281 0.000
0 13.03 -6.03 90 13.03 -6.03
2-C.10 0.281 0.000
0 13.03 -6.03 270 13.03 -6.03
2-C.11 0.281 0.000
0 13.03 -6.03 270 13.03 -6.03
2-C.12 0.281 0.000
0 13.03 -6.03 270 13.03 -6.03
2-C.13 0.358 0.000
0 13.03 -6.03 270 13.03 -6.03
2-C.14 0.281 0.000
0 13.03 -6.03 270 13.03 -6.03
2-C.15 0.358 0.000
0 13.03 -6.03 270 13.03 -6.03
2-E 1.725 0.000
0 13.03 -6.03 90 13.03 -6.03
2-H 1.725 0.000
0 13.03 -6.03 90 13.03 -6.03
3.12
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 2
Description :
Layout of Resisting Elements
Legend :
Defined WallDefined Defined Deflection X Datum
Center of RigidityAccidental eccentricity application boundary
3.I
3.14/H3.18/H
3.14/G3.18/G
3.14/F3.18/F
3.F
3.D/123.D/133.D/153.D/163.D/193.D/1:3.D/213.D/223.D/233.D/243.D/253.D/26
3.133.173.193.213.233.253.27
3.C/123.C/133.C/153.C/163.C/193.C/1:3.C/213.C/223.C/233.C/243.C/253.C/26
Analysis Notes
This program is designed to distribute an applied load to a set of resisting elements. The applied load is considered a "shear" loading applied to a number of resisting elements.
Each resisting element data entry Specifies a deflection along a "major" and "minor" axis due to al 1,000 lb load. Each resisting element may be entered as a wall or a beam
(whereby the deflection is calculated), or a specified deflection. The deflections define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a
traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the
structure and minimum accidental eccentricity percentage are specified.
From the entered load the program calculates a resultant force vector magnitude, F. The force F is applied to the resisting elements in angular increments of 15 degrees to
generate a series of resulting direct and torsional shear loads on each element. This radial application of force is then repeated at 45 degree angular separations along an
elliptical path defined by the minimum accidental eccentricity.
The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are
then searched to find the maximum applied major and minor axis shears applied to each resisting element.
3.13
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 3
Description :
Dbmdvmbujpot!qfs!JCD!3123-!DCD!3124-!BTDF!8.2
General Information
Applied Lateral Force20.0k
Location of Shear Application :
Distance from "X" datum point57.250ft
.....Additional Orthogonal Forcek
Distance from "Y" datum point29.670ft
Maximum Load Used for Analysis :20.0k
Accidental Torsion values per ASCE 7-05 12.8.4.2
Note:
This load is the vector resolved from the above
Ecc. as % of Maximum Dimension 5.00%
two entries and will be applied to the system of
elements at angular increments.Maximum Dimensions :
Along "X" Axis139.0ft
Along "Y" Axis79.830ft
Load Anglular Increment 90.0deg
Accidental Eccentricity Anglular Increment 45.0deg
Additional Eccentricity +/- from "X" Coord. of Load Application :6.950ft
Additional Eccentricity +/- from "Y" Coord. of Load Application :3.992ft
Center of Rigidity Location (calculated) . . .
"X" dist. from Datum65.081ft
"Y" dist. from Datum35.526ft
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
3-02
Label :
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-03.E
Major Axis = 0.0000inMinor Axis = 0.1920in
3-03.F
Label :
Major Axis = 0.0000inMinor Axis = 0.1820in
Label :3-03.G
Major Axis = 0.0000inMinor Axis = 0.1430in
Label :3-06
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-07.E
Major Axis = 0.0000inMinor Axis = 0.2140in
Label :3-07.F
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :3-07.G
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :3-08
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-10
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-12
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-14
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-16
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :3-B.01
Major Axis = 0.2140inMinor Axis = 0.0000in
Label :3-B.02
Major Axis = 0.2100inMinor Axis = 0.0000in
Label :3-B.04
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.05
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.08
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.09
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.10
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.11
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.12
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :3-B.13
Major Axis = 0.2000inMinor Axis = 0.0000in
3-B.14
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
3-B.15
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
3-C.01
Label :
Major Axis = 0.1920inMinor Axis = 0.0000in
3-C.02
Label :
Major Axis = 0.1900inMinor Axis = 0.0000in
3-C.04
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.05
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.08
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.09
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.10
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.11
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
3-C.12
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
Label :3-C.13
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :3-C.14
Major Axis = 0.1820inMinor Axis = 0.0000in
3.14
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 3
Description :
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
Label :3-C.15
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :3-E
Major Axis = 0.0297inMinor Axis = 0.0000in
Label :3-H
Major Axis = 0.0297inMinor Axis = 0.0000in
List of maximum shear forces applied to resisting elements
DESIGN SUMMARY
Maximum Shear along MAJOR AxisMaximum Shear along MINOR Axis
Resisting ElementShear Force (k)Shear Force (k)
Load AngleX-Ecc (ft)Y-Ecc (ft)Load AngleX-Ecc (ft)Y-Ecc (ft)
3-02 0.000 3.584
0 7.83 -9.85 90 14.78 -5.86
3-03.E 0.000 0.542
0 14.78 -5.86 90 14.78 -5.86
3-03.F 0.000 0.572
0 14.78 -5.86 90 14.78 -5.86
3-03.G 0.000 0.728
0 14.78 -5.86 90 14.78 -5.86
3-06 0.000 3.000
0 7.83 -9.85 90 14.78 -5.86
3-07.E 0.000 0.396
0 14.78 -5.86 90 14.78 -5.86
3-07.F 0.000 0.423
0 14.78 -5.86 90 14.78 -5.86
3-07.G 0.000 0.423
0 14.78 -5.86 90 14.78 -5.86
3-08 0.000 2.806
0 7.83 -9.85 90 14.78 -5.86
3-10 0.000 2.608
0 7.83 -9.85 270 14.78 -5.86
3-12 0.000 2.997
0 7.83 -9.85 270 14.78 -5.86
3-14 0.000 3.386
0 7.83 -9.85 270 14.78 -5.86
3-16 0.000 3.581
0 7.83 -9.85 270 14.78 -5.86
3-B.01 0.539 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.02 0.549 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.04 0.576 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.05 0.576 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.08 0.576 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.09 0.576 0.000
0 7.83 -9.85 90 14.78 -5.86
3-B.10 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-B.11 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-B.12 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-B.13 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-B.14 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-B.15 0.576 0.000
0 7.83 -9.85 270 14.78 -5.86
3-C.01 0.534 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.02 0.539 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.04 0.563 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.05 0.563 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.08 0.563 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.09 0.563 0.000
0 14.78 -5.86 90 14.78 -5.86
3-C.10 0.563 0.000
0 14.78 -5.86 270 14.78 -5.86
3-C.11 0.563 0.000
0 14.78 -5.86 270 14.78 -5.86
3-C.12 0.563 0.000
0 14.78 -5.86 270 14.78 -5.86
3-C.13 0.717 0.000
0 14.78 -5.86 270 14.78 -5.86
3-C.14 0.563 0.000
0 14.78 -5.86 270 14.78 -5.86
3-C.15 0.717 0.000
0 14.78 -5.86 270 14.78 -5.86
3-E 3.450 0.000
0 14.78 -5.86 90 14.78 -5.86
3-H 3.450 0.000
0 14.78 -5.86 90 14.78 -5.86
3.15
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 3
Description :
Layout of Resisting Elements
Legend :
Defined WallDefined Defined Deflection X Datum
Center of RigidityAccidental eccentricity application boundary
4.I
4.14/H4.18/H
4.14/G4.18/G
4.14/F4.18/F
4.F
4.D/124.D/134.D/154.D/164.D/194.D/1:4.D/214.D/224.D/234.D/244.D/254.D/26
4.134.174.194.214.234.254.27
4.C/124.C/134.C/154.C/164.C/194.C/1:4.C/214.C/224.C/234.C/244.C/254.C/26
Analysis Notes
This program is designed to distribute an applied load to a set of resisting elements. The applied load is considered a "shear" loading applied to a number of resisting elements.
Each resisting element data entry Specifies a deflection along a "major" and "minor" axis due to al 1,000 lb load. Each resisting element may be entered as a wall or a beam
(whereby the deflection is calculated), or a specified deflection. The deflections define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a
traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the
structure and minimum accidental eccentricity percentage are specified.
From the entered load the program calculates a resultant force vector magnitude, F. The force F is applied to the resisting elements in angular increments of 15 degrees to
generate a series of resulting direct and torsional shear loads on each element. This radial application of force is then repeated at 45 degree angular separations along an
elliptical path defined by the minimum accidental eccentricity.
The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are
then searched to find the maximum applied major and minor axis shears applied to each resisting element.
3.16
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 4
Description :
Dbmdvmbujpot!qfs!JCD!3123-!DCD!3124-!BTDF!8.2
General Information
Applied Lateral Force28.0k
Location of Shear Application :
Distance from "X" datum point60.50ft
.....Additional Orthogonal Forcek
Distance from "Y" datum point30.250ft
Maximum Load Used for Analysis :28.0k
Accidental Torsion values per ASCE 7-05 12.8.4.2
Note:
This load is the vector resolved from the above
Ecc. as % of Maximum Dimension 5.00%
two entries and will be applied to the system of
elements at angular increments.Maximum Dimensions :
Along "X" Axis129.0ft
Along "Y" Axis79.830ft
Load Anglular Increment 90.0deg
Accidental Eccentricity Anglular Increment 45.0deg
Additional Eccentricity +/- from "X" Coord. of Load Application :6.450ft
Additional Eccentricity +/- from "Y" Coord. of Load Application :3.992ft
Center of Rigidity Location (calculated) . . .
"X" dist. from Datum65.081ft
"Y" dist. from Datum36.361ft
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
4-02
Label :
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-03.E
Major Axis = 0.0000inMinor Axis = 0.1920in
4-03.F
Label :
Major Axis = 0.0000inMinor Axis = 0.1820in
Label :4-03.G
Major Axis = 0.0000inMinor Axis = 0.1430in
Label :4-06
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-07.E
Major Axis = 0.0000inMinor Axis = 0.2140in
Label :4-07.F
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :4-07.G
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :4-08
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-10
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-12
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-14
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-16
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :4-B.01
Major Axis = 0.0000inMinor Axis = 0.0000in
Label :4-B.02
Major Axis = 0.2100inMinor Axis = 0.0000in
Label :4-B.04
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.05
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.08
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.09
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.10
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.11
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.12
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :4-B.13
Major Axis = 0.2000inMinor Axis = 0.0000in
4-B.14
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
4-B.15
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
4-C.01
Label :
Major Axis = 0.0000inMinor Axis = 0.0000in
4-C.02
Label :
Major Axis = 0.1900inMinor Axis = 0.0000in
4-C.04
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.05
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.08
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.09
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.10
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.11
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
4-C.12
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
Label :4-C.13
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :4-C.14
Major Axis = 0.1820inMinor Axis = 0.0000in
3.17
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 4
Description :
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
Label :4-C.15
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :4-E
Major Axis = 0.0297inMinor Axis = 0.0000in
Label :4-H
Major Axis = 0.0297inMinor Axis = 0.0000in
List of maximum shear forces applied to resisting elements
DESIGN SUMMARY
Maximum Shear along MAJOR AxisMaximum Shear along MINOR Axis
Resisting ElementShear Force (k)Shear Force (k)
Load AngleX-Ecc (ft)Y-Ecc (ft)Load AngleX-Ecc (ft)Y-Ecc (ft)
4-02 0.000 4.649
0 4.58 -10.10 90 11.03 -6.11
4-03.E 0.000 0.706
0 11.03 -6.11 90 11.03 -6.11
4-03.F 0.000 0.745
0 11.03 -6.11 90 11.03 -6.11
4-03.G 0.000 0.948
0 11.03 -6.11 90 11.03 -6.11
4-06 0.000 4.032
0 4.58 -10.10 90 11.03 -6.11
4-07.E 0.000 0.538
0 11.03 -6.11 90 11.03 -6.11
4-07.F 0.000 0.575
0 11.03 -6.11 90 11.03 -6.11
4-07.G 0.000 0.575
0 11.03 -6.11 90 11.03 -6.11
4-08 0.000 3.827
0 4.58 -10.10 90 11.03 -6.11
4-10 0.000 3.618
0 4.58 -10.10 270 11.03 -6.11
4-12 0.000 4.029
0 4.58 -10.10 270 11.03 -6.11
4-14 0.000 4.440
0 4.58 -10.10 270 11.03 -6.11
4-16 0.000 4.645
0 4.58 -10.10 270 11.03 -6.11
4-B.01 0.000 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.02 0.810 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.04 0.851 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.05 0.851 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.08 0.851 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.09 0.851 0.000
0 4.58 -10.10 90 11.03 -6.11
4-B.10 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-B.11 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-B.12 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-B.13 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-B.14 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-B.15 0.851 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.01 0.000 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.02 0.797 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.04 0.832 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.05 0.832 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.08 0.832 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.09 0.832 0.000
0 4.58 -10.10 90 11.03 -6.11
4-C.10 0.832 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.11 0.832 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.12 0.832 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.13 1.059 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.14 0.832 0.000
0 4.58 -10.10 270 11.03 -6.11
4-C.15 1.059 0.000
0 4.58 -10.10 270 11.03 -6.11
4-E 5.088 0.000
0 11.03 -6.11 90 11.03 -6.11
4-H 5.088 0.000
0 11.03 -6.11 90 11.03 -6.11
3.18
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 4
Description :
Layout of Resisting Elements
Legend :
Defined WallDefined Defined Deflection X Datum
Center of RigidityAccidental eccentricity application boundary
5.I
5.14/H5.18/H
5.14/G5.18/G
5.14/F5.18/F
5.F
5.D/125.D/135.D/155.D/165.D/195.D/1:5.D/215.D/225.D/235.D/245.D/255.D/26
5.135.175.195.215.235.255.27
5.C/125.C/135.C/155.C/165.C/195.C/1:5.C/215.C/225.C/235.C/245.C/255.C/26
Analysis Notes
This program is designed to distribute an applied load to a set of resisting elements. The applied load is considered a "shear" loading applied to a number of resisting elements.
Each resisting element data entry Specifies a deflection along a "major" and "minor" axis due to al 1,000 lb load. Each resisting element may be entered as a wall or a beam
(whereby the deflection is calculated), or a specified deflection. The deflections define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a
traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the
structure and minimum accidental eccentricity percentage are specified.
From the entered load the program calculates a resultant force vector magnitude, F. The force F is applied to the resisting elements in angular increments of 15 degrees to
generate a series of resulting direct and torsional shear loads on each element. This radial application of force is then repeated at 45 degree angular separations along an
elliptical path defined by the minimum accidental eccentricity.
The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are
then searched to find the maximum applied major and minor axis shears applied to each resisting element.
3.19
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 5
Description :
Dbmdvmbujpot!qfs!JCD!3123-!DCD!3124-!BTDF!8.2
General Information
Applied Lateral Force39.0k
Location of Shear Application :
Distance from "X" datum point60.50ft
.....Additional Orthogonal Forcek
Distance from "Y" datum point30.250ft
Maximum Load Used for Analysis :39.0k
Accidental Torsion values per ASCE 7-05 12.8.4.2
Note:
This load is the vector resolved from the above
Ecc. as % of Maximum Dimension 5.00%
two entries and will be applied to the system of
elements at angular increments.Maximum Dimensions :
Along "X" Axis129.0ft
Along "Y" Axis79.830ft
Load Anglular Increment 90.0deg
Accidental Eccentricity Anglular Increment 45.0deg
Additional Eccentricity +/- from "X" Coord. of Load Application :6.450ft
Additional Eccentricity +/- from "Y" Coord. of Load Application :3.992ft
Center of Rigidity Location (calculated) . . .
"X" dist. from Datum65.081ft
"Y" dist. from Datum36.361ft
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
5-02
Label :
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-03.E
Major Axis = 0.0000inMinor Axis = 0.1920in
5-03.F
Label :
Major Axis = 0.0000inMinor Axis = 0.1820in
Label :5-03.G
Major Axis = 0.0000inMinor Axis = 0.1430in
Label :5-06
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-07.E
Major Axis = 0.0000inMinor Axis = 0.2140in
Label :5-07.F
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :5-07.G
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :5-08
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-10
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-12
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-14
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-16
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :5-B.01
Major Axis = 0.0000inMinor Axis = 0.0000in
Label :5-B.02
Major Axis = 0.2100inMinor Axis = 0.0000in
Label :5-B.04
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.05
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.08
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.09
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.10
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.11
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.12
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :5-B.13
Major Axis = 0.2000inMinor Axis = 0.0000in
5-B.14
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
5-B.15
Label :
Major Axis = 0.2000inMinor Axis = 0.0000in
5-C.01
Label :
Major Axis = 0.0000inMinor Axis = 0.0000in
5-C.02
Label :
Major Axis = 0.1900inMinor Axis = 0.0000in
5-C.04
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.05
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.08
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.09
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.10
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.11
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
5-C.12
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
Label :5-C.13
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :5-C.14
Major Axis = 0.1820inMinor Axis = 0.0000in
3.20
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 5
Description :
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
Label :5-C.15
Major Axis = 0.1430inMinor Axis = 0.0000in
Label :5-E
Major Axis = 0.0297inMinor Axis = 0.0000in
Label :5-H
Major Axis = 0.0297inMinor Axis = 0.0000in
List of maximum shear forces applied to resisting elements
DESIGN SUMMARY
Maximum Shear along MAJOR AxisMaximum Shear along MINOR Axis
Resisting ElementShear Force (k)Shear Force (k)
Load AngleX-Ecc (ft)Y-Ecc (ft)Load AngleX-Ecc (ft)Y-Ecc (ft)
5-02 0.000 6.475
0 4.58 -10.10 90 11.03 -6.11
5-03.E 0.000 0.984
0 11.03 -6.11 90 11.03 -6.11
5-03.F 0.000 1.038
0 11.03 -6.11 90 11.03 -6.11
5-03.G 0.000 1.321
0 11.03 -6.11 90 11.03 -6.11
5-06 0.000 5.616
0 4.58 -10.10 90 11.03 -6.11
5-07.E 0.000 0.749
0 11.03 -6.11 90 11.03 -6.11
5-07.F 0.000 0.801
0 11.03 -6.11 90 11.03 -6.11
5-07.G 0.000 0.801
0 11.03 -6.11 90 11.03 -6.11
5-08 0.000 5.330
0 4.58 -10.10 90 11.03 -6.11
5-10 0.000 5.039
0 4.58 -10.10 270 11.03 -6.11
5-12 0.000 5.612
0 4.58 -10.10 270 11.03 -6.11
5-14 0.000 6.184
0 4.58 -10.10 270 11.03 -6.11
5-16 0.000 6.470
0 4.58 -10.10 270 11.03 -6.11
5-B.01 0.000 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.02 1.129 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.04 1.185 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.05 1.185 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.08 1.185 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.09 1.185 0.000
0 4.58 -10.10 90 11.03 -6.11
5-B.10 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-B.11 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-B.12 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-B.13 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-B.14 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-B.15 1.185 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.01 0.000 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.02 1.111 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.04 1.159 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.05 1.159 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.08 1.159 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.09 1.159 0.000
0 4.58 -10.10 90 11.03 -6.11
5-C.10 1.159 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.11 1.159 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.12 1.159 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.13 1.476 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.14 1.159 0.000
0 4.58 -10.10 270 11.03 -6.11
5-C.15 1.476 0.000
0 4.58 -10.10 270 11.03 -6.11
5-E 7.086 0.000
0 11.03 -6.11 90 11.03 -6.11
5-H 7.086 0.000
0 11.03 -6.11 90 11.03 -6.11
3.21
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Level 5
Description :
Layout of Resisting Elements
Legend :
Defined WallDefined Defined Deflection X Datum
Center of RigidityAccidental eccentricity application boundary
6.I
6.14/H6.18/H
6.14/G6.18/G
6.14/F6.18/F
6.F
6.D/126.D/136.D/156.D/166.D/196.D/1:6.D/216.D/226.D/236.D/246.D/256.D/26
6.136.176.196.216.236.256.27
6.C/126.C/136.C/156.C/166.C/196.C/1:6.C/216.C/226.C/236.C/246.C/256.C/26
Analysis Notes
This program is designed to distribute an applied load to a set of resisting elements. The applied load is considered a "shear" loading applied to a number of resisting elements.
Each resisting element data entry Specifies a deflection along a "major" and "minor" axis due to al 1,000 lb load. Each resisting element may be entered as a wall or a beam
(whereby the deflection is calculated), or a specified deflection. The deflections define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a
traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the
structure and minimum accidental eccentricity percentage are specified.
From the entered load the program calculates a resultant force vector magnitude, F. The force F is applied to the resisting elements in angular increments of 15 degrees to
generate a series of resulting direct and torsional shear loads on each element. This radial application of force is then repeated at 45 degree angular separations along an
elliptical path defined by the minimum accidental eccentricity.
The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are
then searched to find the maximum applied major and minor axis shears applied to each resisting element.
3.22
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Roof Level
Description :
Dbmdvmbujpot!qfs!JCD!3123-!DCD!3124-!BTDF!8.2
General Information
Applied Lateral Force30.0k
Location of Shear Application :
Distance from "X" datum point51.330ft
.....Additional Orthogonal Forcek
Distance from "Y" datum point31.330ft
Maximum Load Used for Analysis :30.0k
Accidental Torsion values per ASCE 7-05 12.8.4.2
Note:
This load is the vector resolved from the above
Ecc. as % of Maximum Dimension 5.00%
two entries and will be applied to the system of
elements at angular increments.Maximum Dimensions :
Along "X" Axis105.0ft
Along "Y" Axis79.830ft
Load Anglular Increment 90.0deg
Accidental Eccentricity Anglular Increment 45.0deg
Additional Eccentricity +/- from "X" Coord. of Load Application :5.250ft
Additional Eccentricity +/- from "Y" Coord. of Load Application :3.992ft
Center of Rigidity Location (calculated) . . .
"X" dist. from Datum50.772ft
"Y" dist. from Datum39.565ft
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
R-02
Label :
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :R-03.E
Major Axis = 0.0000inMinor Axis = 0.1920in
R-03.F
Label :
Major Axis = 0.0000inMinor Axis = 0.1820in
Label :R-03.G
Major Axis = 0.0000inMinor Axis = 0.1430in
Label :R-06
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :R-07.E
Major Axis = 0.0000inMinor Axis = 0.2140in
Label :R-07.F
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :R-07.G
Major Axis = 0.0000inMinor Axis = 0.2000in
Label :R-08
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :R-10
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :R-12
Major Axis = 0.0000inMinor Axis = 0.0297in
Label :R-14
Major Axis = 0.0000inMinor Axis = 0.1210in
Label :R-16
Major Axis = 0.0000inMinor Axis = 0.0000in
Label :R-B.01
Major Axis = 0.0000inMinor Axis = 0.0000in
Label :R-B.02
Major Axis = 0.2100inMinor Axis = 0.0000in
Label :R-B.04
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.05
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.08
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.09
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.10
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.11
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.12
Major Axis = 0.2000inMinor Axis = 0.0000in
Label :R-B.13
Major Axis = 0.0000inMinor Axis = 0.0000in
R-B.14
Label :
Major Axis = 0.0000inMinor Axis = 0.0000in
R-B.15
Label :
Major Axis = 0.0000inMinor Axis = 0.0000in
R-C.01
Label :
Major Axis = 0.0000inMinor Axis = 0.0000in
R-C.02
Label :
Major Axis = 0.1900inMinor Axis = 0.0000in
R-C.04
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.05
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.08
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.09
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.10
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.11
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
R-C.12
Label :
Major Axis = 0.1820inMinor Axis = 0.0000in
Label :R-C.13
Major Axis = 0.0930inMinor Axis = 0.0000in
Label :R-C.14
Major Axis = 0.0000inMinor Axis = 0.0000in
3.23
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Roof Level
Description :
Specified Resisting Element Deflections (Stiffness) for constant load :
Specified Deflection Elements
Label :R-C.15
Major Axis = 0.0000inMinor Axis = 0.0000in
Label :R-E
Major Axis = 0.0297inMinor Axis = 0.0000in
Label :R-H
Major Axis = 0.0297inMinor Axis = 0.0000in
List of maximum shear forces applied to resisting elements
DESIGN SUMMARY
Maximum Shear along MAJOR AxisMaximum Shear along MINOR Axis
Resisting ElementShear Force (k)Shear Force (k)
Load AngleX-Ecc (ft)Y-Ecc (ft)Load AngleX-Ecc (ft)Y-Ecc (ft)
R-02 0.000 5.654
0 -0.56 -12.23 270 -5.81 -8.24
R-03.E 0.000 0.862
0 4.69 -8.24 270 -5.81 -8.24
R-03.F 0.000 0.910
0 4.69 -8.24 270 -5.81 -8.24
R-03.G 0.000 1.158
0 4.69 -8.24 270 -5.81 -8.24
R-06 0.000 5.050
0 -0.56 -12.23 270 -5.81 -8.24
R-07.E 0.000 0.679
0 4.69 -8.24 270 -5.81 -8.24
R-07.F 0.000 0.727
0 4.69 -8.24 270 -5.81 -8.24
R-07.G 0.000 0.727
0 4.69 -8.24 270 -5.81 -8.24
R-08 0.000 4.849
0 -0.56 -12.23 270 -5.81 -8.24
R-10 0.000 5.220
0 -0.56 -12.23 90 -5.81 -8.24
R-12 0.000 5.623
0 -0.56 -12.23 90 -5.81 -8.24
R-14 0.000 1.479
0 -0.56 -12.23 90 -5.81 -8.24
R-16 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.01 0.000 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-B.02 1.108 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-B.04 1.163 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-B.05 1.163 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-B.08 1.163 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.09 1.163 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.10 1.163 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.11 1.163 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.12 1.163 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.13 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.14 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-B.15 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.01 0.000 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-C.02 1.003 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-C.04 1.047 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-C.05 1.047 0.000
0 -0.56 -12.23 270 -5.81 -8.24
R-C.08 1.047 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.09 1.047 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.10 1.047 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.11 1.047 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.12 1.047 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.13 2.049 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.14 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-C.15 0.000 0.000
0 -0.56 -12.23 90 -5.81 -8.24
R-E 6.251 0.000
0 4.69 -8.24 270 -5.81 -8.24
R-H 6.251 0.000
0 4.69 -8.24 270 -5.81 -8.24
3.24
File = S:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\03 Wood Lateral\\inhabit burwell - wood bldg.ec6
Upstjpobm!Bobmztjt!pg!Sjhje!Ejbqisbhn
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Inhabit Burwell - Rigid Diaph - Roof Level
Description :
Layout of Resisting Elements
Legend :
Defined WallDefined Defined Deflection X Datum
Center of RigidityAccidental eccentricity application boundary
S.I
S.14/HS.18/H
S.14/GS.18/G
S.14/FS.18/F
S.F
S.D/12S.D/13S.D/15S.D/16S.D/19S.D/1:S.D/21S.D/22S.D/23S.D/24S.D/25S.D/26
S.25
S.13S.17S.19S.21S.23S.27
S.C/12S.C/13S.C/15S.C/16S.C/19S.C/1:S.C/21S.C/22S.C/23S.C/24S.C/25S.C/26
Analysis Notes
This program is designed to distribute an applied load to a set of resisting elements. The applied load is considered a "shear" loading applied to a number of resisting elements.
Each resisting element data entry Specifies a deflection along a "major" and "minor" axis due to al 1,000 lb load. Each resisting element may be entered as a wall or a beam
(whereby the deflection is calculated), or a specified deflection. The deflections define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a
traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the
structure and minimum accidental eccentricity percentage are specified.
From the entered load the program calculates a resultant force vector magnitude, F. The force F is applied to the resisting elements in angular increments of 15 degrees to
generate a series of resulting direct and torsional shear loads on each element. This radial application of force is then repeated at 45 degree angular separations along an
elliptical path defined by the minimum accidental eccentricity.
The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are
then searched to find the maximum applied major and minor axis shears applied to each resisting element.
3.25
3.26
3.27
3.28
3.29
3.30
3.31
3.32
3.33
3.34
3.35
3.36
3 1/2" x 11 7/8" LVL OK BY
INSPECTION AND
COMPARISON TO
ALLOWABLE POST LOADS
(SEE GRAVITY SECTION).
3.37
3.38
3.39
4.1
4.0 Concrete Gravity
4.2
JOIBCJU!CVSXFMM
FYJTUJOH!FMFWBUFE!DPODSFUF!TMBC!BU!HSBEF!)MFWFM!2*
23#!Uijdl!Njme!Tmbc!.!5611!qtj
Mfwfm!2!Njme!Npefm!312:/dqu
5/26/312:
4.3
See gravity load trace for
loading criteria
5.1
5.0 Foundations
5.2
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
Code References
Dbmdvmbujpot!qfs!BDJ!429.22-!JCD!3123-!DCD!3124-!BTDF!8.21
Mpbe!Dpncjobujpot!Vtfe!;!JCD!3123
Hfofsbm!Jogpsnbujpo
Nbufsjbm!QspqfsujftTpjm!Eftjho!Wbmvft
5/61
f'c : Concrete 28 day strength=ksiAllowable Soil Bearing=4/1 ksf
71/1Op
fy : Rebar Yield=ksiIncrease Bearing By Footing Weight=
Ec : Concrete Elastic Modulus=4-233/1 ksi
361/1
Soil Passive Resistance (for Sliding)=pcf
256/1
Concrete Density=pcf
1/41
Soil/Concrete Friction Coeff.=
1/:1
ValuesFlexure=
1/861
Shear=
Increases based on footing Depth
Bobmztjt!Tfuujoht
1/1
Footing base depth below soil surface=ft
Min Steel % Bending Reinf.=
1/1
Allowable pressure increase per foot of depth=ksf
1/11291
Min Allow % Temp Reinf.=
1/1
when footing base is below=ft
Min. Overturning Safety Factor=2/1: 1
2/1
Min. Sliding Safety Factor=: 1Increases based on footing plan dimension
Allowable pressure increase per foot of depth=1/1 ksf
Add Ftg Wt for Soil Pressure:Zft
1/1
when maximum length or width is greater than=ft
Use ftg wt for stability, moments & shears:Op
Add Pedestal Wt for Soil Pressure:Op
Use Pedestal wt for stability, mom & shear:Op
Ejnfotjpot
5/61
Width parallel to X-X Axis=ft
\[
5/61
Length parallel to Z-Z Axis=ft
29/1
Footing Thickness=in
2(.1#
2(.1#
YY
Pedestal dimensions...
5(.7#
=
23/1
px : parallel to X-X Axisin
=
23/1
pz : parallel to Z-Z Axisin
=
Fehf!Ejtu/!>!4#
Height 9/1 in
3(.4#
Rebar Centerline to Edge of Concrete...
at Bottom of footing=4/1 in
3(.4#
5(.7#
Sfjogpsdjoh
\[
Bars parallel to X-X Axis
=
Number of Bars 7
#
6
Reinforcing Bar Size=
Bars parallel to Z-Z Axis
Number of Bars=7
6
Reinforcing Bar Size=#
!!7!.!$!6!Cbst!!7!.!$!6!Cbst
Bandwidth Distribution Check (ACI 15.4.4.2)
4#4#
Y.Y!Tfdujpo!Mppljoh!up!,\[\[.\[!Tfdujpo!Mppljoh!up!,Y
o0b
Direction Requiring Closer Separation
# Bars required within zone
o0b
# Bars required on each side of zone o0b
Bqqmjfe!Mpbet
DLrLSWEH
29/311/145/311/11/11/11/1
P : Column Load=k
OB : Overburden=1/11/11/11/11/11/11/1 ksf
1/11/11/11/11/11/11/1
M-xx=k-ft
M-zz=1/11/11/11/11/11/11/1 k-ft
V-x=1/11/11/11/11/11/11/1 k
1/11/11/11/11/11/11/1
V-z=k
5.3
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
Eftjho!PL
DESIGN SUMMARY
Min. RatioItemAppliedCapacityGoverning Load Combination
QBTT
0.9350Soil Bearing2.805ksf3.0ksf+D+L+H about Z-Z axis
QBTT
n/aOverturning - X-X0.0k-ft0.0k-ftNo Overturning
QBTT
n/aOverturning - Z-Z0.0k-ft0.0k-ftNo Overturning
QBTT
n/aSliding - X-X0.0k0.0kNo Sliding
QBTT
n/aSliding - Z-Z0.0k0.0kNo Sliding
QBTT
n/aUplift0.0k0.0kNo Uplift
QBTT
0.2113Z Flexure (+X)5.788k-ft27.398k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.2113Z Flexure (-X)5.788k-ft27.398k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.2113X Flexure (+Z)5.788k-ft27.398k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.2113X Flexure (-Z)5.788k-ft27.398k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.10961-way Shear (+X)11.027psi100.623psi+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.10961-way Shear (-X)11.027psi100.623psi+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.10961-way Shear (+Z)11.027psi100.623psi+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.10961-way Shear (-Z)11.027psi100.623psi+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.17612-way Punching35.444psi201.246psi+1.20D+0.50Lr+1.60L+1.60H
Detailed Results
Soil Bearing
Actual Soil Bearing Stress
Actual / Allowable
Rotation Axis &
Gross AllowableXeccZeccBottom, -ZTop, +ZLeft, -XRight, +X
Load Combination...Ratio
X-X, +D+H3.0n/a0.01.1161.116n/an/a 0.372
X-X, +D+L+H3.0n/a0.02.8052.805n/an/a 0.935
X-X, +D+Lr+H3.0n/a0.01.1161.116n/an/a 0.372
X-X, +D+S+H3.0n/a0.01.1161.116n/an/a 0.372
X-X, +D+0.750Lr+0.750L+H3.0n/a0.02.3832.383n/an/a 0.794
X-X, +D+0.750L+0.750S+H3.0n/a0.02.3832.383n/an/a 0.794
X-X, +D+0.60W+H3.0n/a0.01.1161.116n/an/a 0.372
X-X, +D+0.70E+H3.0n/a0.01.1161.116n/an/a 0.372
X-X, +D+0.750Lr+0.750L+0.450W+H3.0n/a0.02.3832.383n/an/a 0.794
X-X, +D+0.750L+0.750S+0.450W+H3.0n/a0.02.3832.383n/an/a 0.794
X-X, +D+0.750L+0.750S+0.5250E+H3.0n/a0.02.3832.383n/an/a 0.794
X-X, +0.60D+0.60W+0.60H3.0n/a0.00.66980.6698n/an/a 0.223
X-X, +0.60D+0.70E+0.60H3.0n/a0.00.66980.6698n/an/a 0.223
Z-Z, +D+H3.00.0n/an/an/a1.1161.116 0.372
Z-Z, +D+L+H3.00.0n/an/an/a2.8052.805 0.935
Z-Z, +D+Lr+H3.00.0n/an/an/a1.1161.116 0.372
Z-Z, +D+S+H3.00.0n/an/an/a1.1161.116 0.372
Z-Z, +D+0.750Lr+0.750L+H3.00.0n/an/an/a2.3832.383 0.794
Z-Z, +D+0.750L+0.750S+H3.00.0n/an/an/a2.3832.383 0.794
Z-Z, +D+0.60W+H3.00.0n/an/an/a1.1161.116 0.372
Z-Z, +D+0.70E+H3.00.0n/an/an/a1.1161.116 0.372
Z-Z, +D+0.750Lr+0.750L+0.450W+H3.00.0n/an/an/a2.3832.383 0.794
Z-Z, +D+0.750L+0.750S+0.450W+H3.00.0n/an/an/a2.3832.383 0.794
Z-Z, +D+0.750L+0.750S+0.5250E+H3.00.0n/an/an/a2.3832.383 0.794
Z-Z, +0.60D+0.60W+0.60H3.00.0n/an/an/a0.66980.6698 0.223
Z-Z, +0.60D+0.70E+0.60H3.00.0n/an/an/a0.66980.6698 0.223
Overturning Stability
Rotation Axis &
Load Combination...Overturning MomentResisting MomentStability RatioStatus
Footing Has NO Overturning
k
Sliding Stability
All units
Force Application Axis
Load Combination...Sliding ForceResisting ForceSliding SafetyRatio
Status
Footing Has NO Sliding
5.4
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
X-X, +1.40D+1.60H1.926+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.40D+1.60H1.926-ZBottom0.3888Min Temp %0.413327.398 OK
5.5
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
X-X, +1.40D+1.60H1.926+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.40D+1.60H1.926-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H5.788+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H5.788-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H5.788+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H5.788-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60L+0.50S+1.60H5.788+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60L+0.50S+1.60H5.788-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60L+0.50S+1.60H5.788+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60L+0.50S+1.60H5.788-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H1.651+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H1.651-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H1.651+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H1.651-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+1.60S+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+1.60S+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+1.60S+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+1.60S+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60S+0.50W+1.60H1.651+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60S+0.50W+1.60H1.651-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60S+0.50W+1.60H1.651+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+1.60S+0.50W+1.60H1.651-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H2.944+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H2.944-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.408D+0.50L+0.70S+E+1.60H3.230+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.408D+0.50L+0.70S+E+1.60H3.230-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.408D+0.50L+0.70S-1.0E+1.603.230+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +1.408D+0.50L+0.70S-1.0E+1.603.230-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.90D+W+0.90H1.238+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.90D+W+0.90H1.238-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.90D+W+0.90H1.238+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.90D+W+0.90H1.238-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.6920D+E+0.90H0.9522+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.6920D+E+0.90H0.9522-ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.6920D-1.0E+0.90H0.9522+ZBottom0.3888Min Temp %0.413327.398 OK
X-X, +0.6920D-1.0E+0.90H0.9522-ZBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.40D+1.60H1.926-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.40D+1.60H1.926+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.40D+1.60H1.926-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.40D+1.60H1.926+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H5.788-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H5.788+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H5.788-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H5.788+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H5.788-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H5.788+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H5.788-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H5.788+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H1.651-XBottom0.3888Min Temp %0.413327.398 OK
5.6
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
Z-Z, +1.20D+1.60Lr+0.50W+1.60H1.651+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H1.651-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H1.651+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H1.651-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H1.651+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H1.651-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H1.651+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H2.944-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H2.944+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.408D+0.50L+0.70S+E+1.60H3.230-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.408D+0.50L+0.70S+E+1.60H3.230+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.408D+0.50L+0.70S-1.0E+1.603.230-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +1.408D+0.50L+0.70S-1.0E+1.603.230+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.90D+W+0.90H1.238-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.90D+W+0.90H1.238+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.90D+W+0.90H1.238-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.90D+W+0.90H1.238+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.6920D+E+0.90H0.9522-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.6920D+E+0.90H0.9522+XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.6920D-1.0E+0.90H0.9522-XBottom0.3888Min Temp %0.413327.398 OK
Z-Z, +0.6920D-1.0E+0.90H0.9522+XBottom0.3888Min Temp %0.413327.398 OK
One Way Shear
Load Combination...Vu @ -XVu @ +XVu @ -ZVu @ +ZVu:MaxPhi Vn
Vu / Phi*VnStatus
+1.40D+1.60H3.67psi3.67psi3.67psi3.67psi3.67psi100.623psi0.03647 OK
+1.40D+1.60H3.67psi3.67psi3.67psi3.67psi3.67psi100.623psi0.03647 OK
+1.20D+0.50Lr+1.60L+1.60H11.027psi11.027psi11.027psi11.027psi11.027psi100.623psi0.1096 OK
+1.20D+0.50Lr+1.60L+1.60H11.027psi11.027psi11.027psi11.027psi11.027psi100.623psi0.1096 OK
+1.20D+1.60L+0.50S+1.60H11.027psi11.027psi11.027psi11.027psi11.027psi100.623psi0.1096 OK
+1.20D+1.60L+0.50S+1.60H11.027psi11.027psi11.027psi11.027psi11.027psi100.623psi0.1096 OK
+1.20D+1.60Lr+0.50L+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+1.60Lr+0.50L+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+1.60Lr+0.50W+1.60H3.146psi3.146psi3.146psi3.146psi3.146psi100.623psi0.03126 OK
+1.20D+1.60Lr+0.50W+1.60H3.146psi3.146psi3.146psi3.146psi3.146psi100.623psi0.03126 OK
+1.20D+0.50L+1.60S+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+0.50L+1.60S+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+1.60S+0.50W+1.60H3.146psi3.146psi3.146psi3.146psi3.146psi100.623psi0.03126 OK
+1.20D+1.60S+0.50W+1.60H3.146psi3.146psi3.146psi3.146psi3.146psi100.623psi0.03126 OK
+1.20D+0.50Lr+0.50L+W+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+0.50Lr+0.50L+W+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+0.50L+0.50S+W+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.20D+0.50L+0.50S+W+1.60H5.609psi5.609psi5.609psi5.609psi5.609psi100.623psi0.05574 OK
+1.408D+0.50L+0.70S+E+1.60H6.154psi6.154psi6.154psi6.154psi6.154psi100.623psi0.06116 OK
+1.408D+0.50L+0.70S-1.0E+1.60H6.154psi6.154psi6.154psi6.154psi6.154psi100.623psi0.06116 OK
+0.90D+W+0.90H2.359psi2.359psi2.359psi2.359psi2.359psi100.623psi0.02345 OK
+0.90D+W+0.90H2.359psi2.359psi2.359psi2.359psi2.359psi100.623psi0.02345 OK
+0.6920D+E+0.90H1.814psi1.814psi1.814psi1.814psi1.814psi100.623psi0.01803 OK
+0.6920D-1.0E+0.90H1.814psi1.814psi1.814psi1.814psi1.814psi100.623psi0.01803 OK
k
All units
Punching Shear
Vu / Phi*VnStatus
Load Combination...VuPhi*Vn
+1.40D+1.60H11.796psi201.246psi0.05862 OK
+1.40D+1.60H11.796psi201.246psi0.05862 OK
5.7
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical GLB Footing
Description :
k
All units
Punching Shear
Vu / Phi*VnStatus
Load Combination...VuPhi*Vn
+1.20D+0.50Lr+1.60L+1.60H35.444psi201.246psi0.1761 OK
+1.20D+0.50Lr+1.60L+1.60H35.444psi201.246psi0.1761 OK
+1.20D+1.60L+0.50S+1.60H35.444psi201.246psi0.1761 OK
+1.20D+1.60L+0.50S+1.60H35.444psi201.246psi0.1761 OK
+1.20D+1.60Lr+0.50L+1.60H18.028psi201.246psi0.08958 OK
+1.20D+1.60Lr+0.50L+1.60H18.028psi201.246psi0.08958 OK
+1.20D+1.60Lr+0.50W+1.60H10.111psi201.246psi0.05024 OK
+1.20D+1.60Lr+0.50W+1.60H10.111psi201.246psi0.05024 OK
+1.20D+0.50L+1.60S+1.60H18.028psi201.246psi0.08958 OK
+1.20D+0.50L+1.60S+1.60H18.028psi201.246psi0.08958 OK
+1.20D+1.60S+0.50W+1.60H10.111psi201.246psi0.05024 OK
+1.20D+1.60S+0.50W+1.60H10.111psi201.246psi0.05024 OK
+1.20D+0.50Lr+0.50L+W+1.60H18.028psi201.246psi0.08958 OK
+1.20D+0.50Lr+0.50L+W+1.60H18.028psi201.246psi0.08958 OK
+1.20D+0.50L+0.50S+W+1.60H18.028psi201.246psi0.08958 OK
+1.20D+0.50L+0.50S+W+1.60H18.028psi201.246psi0.08958 OK
+1.408D+0.50L+0.70S+E+1.60H19.78psi201.246psi0.09829 OK
+1.408D+0.50L+0.70S-1.0E+1.60H19.78psi201.246psi0.09829 OK
+0.90D+W+0.90H7.583psi201.246psi0.03768 OK
+0.90D+W+0.90H7.583psi201.246psi0.03768 OK
+0.6920D+E+0.90H5.831psi201.246psi0.02897 OK
+0.6920D-1.0E+0.90H5.831psi201.246psi0.02897 OK
5.8
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
Code References
Dbmdvmbujpot!qfs!BDJ!429.22-!JCD!3123-!DCD!3124-!BTDF!8.21
Mpbe!Dpncjobujpot!Vtfe!;!JCD!3123
Hfofsbm!Jogpsnbujpo
Nbufsjbm!QspqfsujftTpjm!Eftjho!Wbmvft
5/61
f'c : Concrete 28 day strength=ksiAllowable Soil Bearing=4/1 ksf
71/1Op
fy : Rebar Yield=ksiIncrease Bearing By Footing Weight=
Ec : Concrete Elastic Modulus=4-233/1 ksi
361/1
Soil Passive Resistance (for Sliding)=pcf
256/1
Concrete Density=pcf
1/41
Soil/Concrete Friction Coeff.=
1/:1
ValuesFlexure=
1/861
Shear=
Increases based on footing Depth
Bobmztjt!Tfuujoht
1/1
Footing base depth below soil surface=ft
Min Steel % Bending Reinf.=
1/1
Allowable pressure increase per foot of depth=ksf
1/11291
Min Allow % Temp Reinf.=
1/1
when footing base is below=ft
Min. Overturning Safety Factor=2/1: 1
2/1
Min. Sliding Safety Factor=: 1Increases based on footing plan dimension
Allowable pressure increase per foot of depth=1/1 ksf
Add Ftg Wt for Soil Pressure:Zft
1/1
when maximum length or width is greater than=ft
Use ftg wt for stability, moments & shears:Op
Add Pedestal Wt for Soil Pressure:Zft
Use Pedestal wt for stability, mom & shear:Op
Ejnfotjpot
3/61
Width parallel to X-X Axis=ft
\[
3/61
Length parallel to Z-Z Axis=ft
29/1
Footing Thickness=in
2(.1#
YY
2(.1#
Pedestal dimensions...
=
3(.7#
23/1
px : parallel to X-X Axisin
=
23/1
pz : parallel to Z-Z Axisin
Fehf!Ejtu/!>!4#
=
Height 9/1 in
2(.4#
Rebar Centerline to Edge of Concrete...
at Bottom of footing=4/1 in
2(.4#
3(.7#
Sfjogpsdjoh\[
Bars parallel to X-X Axis
=
Number of Bars 6
#
6
Reinforcing Bar Size=
Bars parallel to Z-Z Axis
Number of Bars=6
6
Reinforcing Bar Size=#
!!6!.!$!6!Cbst
Bandwidth Distribution Check (ACI 15.4.4.2)
!!6!.!$!6!Cbst
o0b
Direction Requiring Closer Separation
4#
4#
# Bars required within zone
Y.Y!Tfdujpo!Mppljoh!up!,\[
o0b
\[.\[!Tfdujpo!Mppljoh!up!,Y
# Bars required on each side of zone o0b
Bqqmjfe!Mpbet
DLrLSWEH
6/1311/121/611/11/11/11/1
P : Column Load=k
OB : Overburden=1/11/11/11/11/11/11/1 ksf
1/11/11/11/11/11/11/1
M-xx=k-ft
M-zz=1/11/11/11/11/11/11/1 k-ft
V-x=1/11/11/11/11/11/11/1 k
1/11/11/11/11/11/11/1
V-z=k
5.9
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
Eftjho!PL
DESIGN SUMMARY
Min. RatioItemAppliedCapacityGoverning Load Combination
QBTT
0.9053Soil Bearing2.716ksf3.0ksf+D+L+H about Z-Z axis
QBTT
n/aOverturning - X-X0.0k-ft0.0k-ftNo Overturning
QBTT
n/aOverturning - Z-Z0.0k-ft0.0k-ftNo Overturning
QBTT
n/aSliding - X-X0.0k0.0kNo Sliding
QBTT
n/aSliding - Z-Z0.0k0.0kNo Sliding
QBTT
n/aUplift0.0k0.0kNo Uplift
QBTT
0.02535Z Flexure (+X)1.032k-ft40.719k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.02535Z Flexure (-X)1.032k-ft40.719k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.02535X Flexure (+Z)1.032k-ft40.719k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
0.02535X Flexure (-Z)1.032k-ft40.719k-ft+1.20D+0.50Lr+1.60L+1.60H
QBTT
n/a1-way Shear (+X)0.0psi100.623psin/a
QBTT
0.01-way Shear (-X)0.0psi0.0psin/a
QBTT
n/a1-way Shear (+Z)0.0psi100.623psin/a
QBTT
n/a1-way Shear (-Z)0.0psi100.623psin/a
QBTT
n/a2-way Punching2.690psi100.623psi+1.20D+0.50Lr+1.60L+1.60H
Detailed Results
Soil Bearing
Actual Soil Bearing Stress
Actual / Allowable
Rotation Axis &
Gross AllowableXeccZeccBottom, -ZTop, +ZLeft, -XRight, +X
Load Combination...Ratio
X-X, +D+H3.0n/a0.01.0361.036n/an/a 0.345
X-X, +D+L+H3.0n/a0.02.7162.716n/an/a 0.905
X-X, +D+Lr+H3.0n/a0.01.0361.036n/an/a 0.345
X-X, +D+S+H3.0n/a0.01.0361.036n/an/a 0.345
X-X, +D+0.750Lr+0.750L+H3.0n/a0.02.2962.296n/an/a 0.765
X-X, +D+0.750L+0.750S+H3.0n/a0.02.2962.296n/an/a 0.765
X-X, +D+0.60W+H3.0n/a0.01.0361.036n/an/a 0.345
X-X, +D+0.70E+H3.0n/a0.01.0361.036n/an/a 0.345
X-X, +D+0.750Lr+0.750L+0.450W+H3.0n/a0.02.2962.296n/an/a 0.765
X-X, +D+0.750L+0.750S+0.450W+H3.0n/a0.02.2962.296n/an/a 0.765
X-X, +D+0.750L+0.750S+0.5250E+H3.0n/a0.02.2962.296n/an/a 0.765
X-X, +0.60D+0.60W+0.60H3.0n/a0.00.62170.6217n/an/a 0.207
X-X, +0.60D+0.70E+0.60H3.0n/a0.00.62170.6217n/an/a 0.207
Z-Z, +D+H3.00.0n/an/an/a1.0361.036 0.345
Z-Z, +D+L+H3.00.0n/an/an/a2.7162.716 0.905
Z-Z, +D+Lr+H3.00.0n/an/an/a1.0361.036 0.345
Z-Z, +D+S+H3.00.0n/an/an/a1.0361.036 0.345
Z-Z, +D+0.750Lr+0.750L+H3.00.0n/an/an/a2.2962.296 0.765
Z-Z, +D+0.750L+0.750S+H3.00.0n/an/an/a2.2962.296 0.765
Z-Z, +D+0.60W+H3.00.0n/an/an/a1.0361.036 0.345
Z-Z, +D+0.70E+H3.00.0n/an/an/a1.0361.036 0.345
Z-Z, +D+0.750Lr+0.750L+0.450W+H3.00.0n/an/an/a2.2962.296 0.765
Z-Z, +D+0.750L+0.750S+0.450W+H3.00.0n/an/an/a2.2962.296 0.765
Z-Z, +D+0.750L+0.750S+0.5250E+H3.00.0n/an/an/a2.2962.296 0.765
Z-Z, +0.60D+0.60W+0.60H3.00.0n/an/an/a0.62170.6217 0.207
Z-Z, +0.60D+0.70E+0.60H3.00.0n/an/an/a0.62170.6217 0.207
Overturning Stability
Rotation Axis &
Load Combination...Overturning MomentResisting MomentStability RatioStatus
Footing Has NO Overturning
k
Sliding Stability
All units
Force Application Axis
Load Combination...Sliding ForceResisting ForceSliding SafetyRatio
Status
Footing Has NO Sliding
5.10
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
X-X, +1.40D+1.60H0.3224+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.40D+1.60H0.3224-ZBottom0.3888Min Temp %0.62040.719 OK
5.11
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
X-X, +1.40D+1.60H0.3224+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.40D+1.60H0.3224-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H1.032+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H1.032-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H1.032+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H1.032-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60L+0.50S+1.60H1.032+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60L+0.50S+1.60H1.032-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60L+0.50S+1.60H1.032+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60L+0.50S+1.60H1.032-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50L+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H0.2763+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H0.2763-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H0.2763+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60Lr+0.50W+1.60H0.2763-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+1.60S+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+1.60S+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+1.60S+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+1.60S+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60S+0.50W+1.60H0.2763+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60S+0.50W+1.60H0.2763-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60S+0.50W+1.60H0.2763+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+1.60S+0.50W+1.60H0.2763-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50Lr+0.50L+W+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H0.5126+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.20D+0.50L+0.50S+W+1.60H0.5126-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.408D+0.50L+0.70S+E+1.60H0.5604+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.408D+0.50L+0.70S+E+1.60H0.5604-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.408D+0.50L+0.70S-1.0E+1.600.5604+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +1.408D+0.50L+0.70S-1.0E+1.600.5604-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.90D+W+0.90H0.2072+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.90D+W+0.90H0.2072-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.90D+W+0.90H0.2072+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.90D+W+0.90H0.2072-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.6920D+E+0.90H0.1593+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.6920D+E+0.90H0.1593-ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.6920D-1.0E+0.90H0.1593+ZBottom0.3888Min Temp %0.62040.719 OK
X-X, +0.6920D-1.0E+0.90H0.1593-ZBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.40D+1.60H0.3224-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.40D+1.60H0.3224+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.40D+1.60H0.3224-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.40D+1.60H0.3224+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H1.032-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H1.032+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H1.032-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H1.032+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H1.032-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H1.032+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H1.032-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60L+0.50S+1.60H1.032+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.2763-XBottom0.3888Min Temp %0.62040.719 OK
5.12
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
Footing Flexure
MuWhichTension @As Req'dGvrn. AsActual AsPhi*Mn
Status
Flexure Axis & Load Combination
k-ftSide ?Bot or Top ?in^2in^2in^2k-ft
Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.2763+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.2763-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.2763+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H0.2763-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H0.2763+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H0.2763-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+1.60S+0.50W+1.60H0.2763+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H0.5126-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.20D+0.50L+0.50S+W+1.60H0.5126+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.408D+0.50L+0.70S+E+1.60H0.5604-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.408D+0.50L+0.70S+E+1.60H0.5604+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.408D+0.50L+0.70S-1.0E+1.600.5604-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +1.408D+0.50L+0.70S-1.0E+1.600.5604+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.90D+W+0.90H0.2072-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.90D+W+0.90H0.2072+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.90D+W+0.90H0.2072-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.90D+W+0.90H0.2072+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.6920D+E+0.90H0.1593-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.6920D+E+0.90H0.1593+XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.6920D-1.0E+0.90H0.1593-XBottom0.3888Min Temp %0.62040.719 OK
Z-Z, +0.6920D-1.0E+0.90H0.1593+XBottom0.3888Min Temp %0.62040.719 OK
One Way Shear
Load Combination...Vu @ -XVu @ +XVu @ -ZVu @ +ZVu:MaxPhi Vn
Vu / Phi*VnStatus
+1.40D+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.40D+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50Lr+1.60L+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50Lr+1.60L+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60L+0.50S+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60L+0.50S+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60Lr+0.50L+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60Lr+0.50L+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60Lr+0.50W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60Lr+0.50W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50L+1.60S+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50L+1.60S+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60S+0.50W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+1.60S+0.50W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50Lr+0.50L+W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50Lr+0.50L+W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50L+0.50S+W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.20D+0.50L+0.50S+W+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.408D+0.50L+0.70S+E+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+1.408D+0.50L+0.70S-1.0E+1.60H0psi0psi0psi0psi0psi100.623psi0 OK
+0.90D+W+0.90H0psi0psi0psi0psi0psi100.623psi0 OK
+0.90D+W+0.90H0psi0psi0psi0psi0psi100.623psi0 OK
+0.6920D+E+0.90H0psi0psi0psi0psi0psi100.623psi0 OK
+0.6920D-1.0E+0.90H0psi0psi0psi0psi0psi100.623psi0 OK
k
All units
Punching Shear
Vu / Phi*VnStatus
Load Combination...VuPhi*Vn
+1.40D+1.60H0.8401psi201.246psi0.004175 OK
+1.40D+1.60H0.8401psi201.246psi0.004175 OK
5.13
File = s:\\2016\\16-164-02 Inhabit Burwell - Wood Building\\Engineer\\Calcs\\02 Wood Gravity\\burwell wood bldg.ec6
Hfofsbm!Gppujoh
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6
Mjdfotff!;!MVOE!PQTBIM!MMD
Mjd/!$!;!LX.17115313
Typical Walkway Column Footing
Description :
k
All units
Punching Shear
Vu / Phi*VnStatus
Load Combination...VuPhi*Vn
+1.20D+0.50Lr+1.60L+1.60H2.69psi201.246psi0.01337 OK
+1.20D+0.50Lr+1.60L+1.60H2.69psi201.246psi0.01337 OK
+1.20D+1.60L+0.50S+1.60H2.69psi201.246psi0.01337 OK
+1.20D+1.60L+0.50S+1.60H2.69psi201.246psi0.01337 OK
+1.20D+1.60Lr+0.50L+1.60H1.336psi201.246psi0.006638 OK
+1.20D+1.60Lr+0.50L+1.60H1.336psi201.246psi0.006638 OK
+1.20D+1.60Lr+0.50W+1.60H0.7201psi201.246psi0.003578 OK
+1.20D+1.60Lr+0.50W+1.60H0.7201psi201.246psi0.003578 OK
+1.20D+0.50L+1.60S+1.60H1.336psi201.246psi0.006638 OK
+1.20D+0.50L+1.60S+1.60H1.336psi201.246psi0.006638 OK
+1.20D+1.60S+0.50W+1.60H0.7201psi201.246psi0.003578 OK
+1.20D+1.60S+0.50W+1.60H0.7201psi201.246psi0.003578 OK
+1.20D+0.50Lr+0.50L+W+1.60H1.336psi201.246psi0.006638 OK
+1.20D+0.50Lr+0.50L+W+1.60H1.336psi201.246psi0.006638 OK
+1.20D+0.50L+0.50S+W+1.60H1.336psi201.246psi0.006638 OK
+1.20D+0.50L+0.50S+W+1.60H1.336psi201.246psi0.006638 OK
+1.408D+0.50L+0.70S+E+1.60H1.461psi201.246psi0.007258 OK
+1.408D+0.50L+0.70S-1.0E+1.60H1.461psi201.246psi0.007258 OK
+0.90D+W+0.90H0.5401psi201.246psi0.002684 OK
+0.90D+W+0.90H0.5401psi201.246psi0.002684 OK
+0.6920D+E+0.90H0.4153psi201.246psi0.002063 OK
+0.6920D-1.0E+0.90H0.4153psi201.246psi0.002063 OK
2:
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TOPOGRAPHIC & BOUNDARY SURVEY
TOPOGRAPHIC & BOUNDARY SURVEY
LEGEND
VICINITY MAP
REFERENCES
VERTICAL DATUM
BASIS OF BEARINGSSURVEYOR'S NOTES
LEGAL DESCRIPTION
WASHINGTON KITSAP COUNTY,CITY OF BREMERTON,CITY OF BREMERTON,
FAX# (206) 323-713598102-3513
1-800-935-0508SEATTLE, Washington
(206) 323-41442009 MINOR AVE. EAST
OAC SERVICES
LAND SURVEYORS & CIVIL ENGINEERS 226 BURWELL STREET
BUSH, ROED & HITCHINGS, INC.
LIMITED TOPOGRAPHIC SURVEY
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F: 206.523.1012
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Lake Forest Park, WA 98115
Suite 600
15029 Bothell Way NE
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AUTOCAD VERSION: CIVIL 3D 2015
ARCH FULL BLEED D (36.00 X 24.00 INCHES) - ORIGINAL SHEET SIZE: 160314 BREMERTON - SHEET SET: 7/17/2017 7:55 AM - SAVE DATE: LOPELAST MODIFIED BY:
P:\\CLIENTS\\HYBRID ARCHITECTURE\\BREMERTON APARTMENTS\\DWG\\DRAWING\\160314 BREMERTON.DWGCAD FILE NUMBER:
NALP GNIDARG & TNEMEVORPMI TEERTS
www.dcgengr.com
F: 206.523.1012
P: 206.523.0024
PROJECT:
Lake Forest Park, WA 98115
Suite 600
15029 Bothell Way NE
REVISIONBY
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OWNER:
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ARCH FULL BLEED D (36.00 X 24.00 INCHES) - ORIGINAL SHEET SIZE: NOTREMERB 413061 - SHEET SET: 7/17/2017 7:55 AM - SAVE DATE: LOPE :YB DEIFIDOM TSAL
GWD.NOTREMERB 413061\\GNIWARD\\GWD\\STNEMTRAPA NOTREMERB\\ERUTCETIHCRA DIRBYH\\STNEILC\\:P :REBMUN ELIF DAC
DRAINAGE PLAN
www.dcgengr.com
F: 206.523.1012
P: 206.523.0024
PROJECT:
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ARCH FULL BLEED D (36.00 X 24.00 INCHES) - ORIGINAL SHEET SIZE: 160314 BREMERTON - SHEET SET: 7/17/2017 7:55 AM - SAVE DATE: LOPELAST MODIFIED BY:
P:\\CLIENTS\\HYBRID ARCHITECTURE\\BREMERTON APARTMENTS\\DWG\\DRAWING\\160314 BREMERTON.DWGCAD FILE NUMBER:
NALP YTILITU YRD ,METSYS RETAW ,REWES YRATINAS
www.dcgengr.com
F: 206.523.1012
P: 206.523.0024
PROJECT:
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Suite 600
15029 Bothell Way NE
REVISIONBY
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OWNER:
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5102 D3 LIVIC :NOISREV DACOTUA
ARCH FULL BLEED D (36.00 X 24.00 INCHES) :EZIS TEEHS LANIGIRO - 160314 BREMERTON - SHEET SET: 7/17/2017 7:55 AM - SAVE DATE: LOPELAST MODIFIED BY:
GWD.NOTREMERB 413061\\GNIWARD\\GWD\\STNEMTRAPA NOTREMERB\\ERUTCETIHCRA DIRBYH\\STNEILC\\:PCAD FILE NUMBER:
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6/11/2020NTS
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1-1/2" CLEAR
S200-S205
16-164-02
BURWELL STREET APARTMENTSREVISED BREEZEWAY STAIR
1" MIN, TYP
TYP
1/2" MIN,
SPACE PER ARCH
3x12 TREAD
SPACE PER ARCH
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