mercer island, wa beam calculations calculations.pdf · mercer island, wa shear wall calculations -...
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7337 SE 36th StMercer Island, WA
Beam CalculationsMay 18, 2017
JayMarc
7337 SE 36th StMercer Island, WA
Shear Wall Calculations - WindReviewed By:
May 18, 2017
Parameters:
Single Family Home
Design Wind Speed: 110 MPH
wind Exposure Category: C
Seismic Design Category: D
Code & Design Standard: 2015 IBC Ch. 1609, ASCE 7-10 Ch. 26-30
7337 36th ST
NJD
Parameters: Roof Geometry: Building Geometry:
Wind Speed 110 Trans. Roof Pitch 6 :12 length 79 ftExposure Category C Long. Roof Pitch 8 :12 Width 52 ft
Risk Category II Mean Roof Height, H 32.00 ft Number of stories 2Wind Directionality Factor, Kd 0.85
Topographic Factor, Kzt 1.60
Gust Factor, G 0.85Design Type ASD 0.60
Tributary Design Loads:
(0.6W)
Section SectionA O B A O B
Roof Surface 0 467 0 sq ft Story Shear 0.00 19.00 0.00 kips
Wall surface 0 433 0 sq ft 0.00 19.00 0.00 kips
kips
Roof Surface 0 64 0 sq ft Story Shear 0.00 19.79 0.00 kips
Wall surface 0 741 0 sq ft 0.00 38.80 0.00 kips
kips
Roof Surface 0 0 0 sq ft Story Shear 0.00 0.00 0.00 kips
Wall surface 0 0 0 sq ft 0.00 38.80 0.00 kips
kips
Roof Surface 0 0 0 sq ft Story Shear #VALUE! #VALUE! #VALUE! kips
Wall surface 0 0 0 sq ft #VALUE! #VALUE! #VALUE! kips
kips
Roof Surface 0 0 0 sq ft Story Shear #VALUE! #VALUE! #VALUE! kips
Wall surface 0 0 0 sq ft #VALUE! #VALUE! #VALUE! kips
kips
Tributary Design Loads:(0.6W)
Section Section
A O B A O B
Roof Surface 0 413 0 sq ft Story Shear 0.00 13.67 0.00 kips
Wall surface 0 233 0 sq ft 0.00 13.67 0.00 kips
kips
Roof Surface 0 96 0 sq ft Story Shear 0.00 14.27 0.00 kips
Wall surface 0 536 0 sq ft 0.00 27.93 0.00 kips
kips
Roof Surface 0 0 0 sq ft Story Shear 0.00 0.00 0.00 kips
Wall surface 0 0 0 sq ft 0.00 27.93 0.00 kips
kips
Roof Surface 0 0 0 sq ft Story Shear #VALUE! #VALUE! #VALUE! kips
Wall surface 0 0 0 sq ft #VALUE! #VALUE! #VALUE! kips
kips
Roof Surface 0 0 0 sq ft Story Shear #VALUE! #VALUE! #VALUE! kips
Wall surface 0 0 0 sq ft #VALUE! #VALUE! #VALUE! kips
kips
ft
#VALUE!
ft
Total Shear
Total Shear27.93
9
Total Shear
ft
13.67
1 10.1 ft
Total Shear
Total Shear
Total Shear
#VALUE!
27.93
Diaphragm Level
Floor-to-Floor Height
2 9.1
FND 9
ft
9FND
ft
ft
ft
ft
Diaphragm Level
2Total Shear
Total Shear
1
Floor-to-Floor Height
9.1
10.1
Longitudinal Direction (Parallel to Main Ridge Line)
Total Shear
ft
#VALUE!
Wind Design Summary per ASCE 7-10
date: 18-May-17
Project Name:M&K Project #:
Engineer:
Tributary Design Areas
Tributary Design Areas
154-17012
Total Shear
Transverse Direction (Perpendicular to Main Ridge Line)
9
19.00
38.80
38.80
#VALUE!
Page 1 of 1
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 201: 2nd Floor - Side Ext. Wall of BD#3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 16.0 ft. Qualifying Wall Length, L 16.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3505 lbs < 5376 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 31.9 k-ft Hold Down Design Load 1067 lbs
DL at ends of wall 200 lbs Resistive Moment 14.8 k-ft Holdown Capacity 1705 lbs
Shearwall 202: 2nd Floor - Side Ext. Wall of Bonus
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 22.5 ft. Qualifying Wall Length, L 18.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3395 lbs < 3406 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 30.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 30.9 k-ft Holdown Capacity 0 lbs
SIMPSON CS16 STRAP TIE (14" END LENGTH)fastened w/ 26-8d nails
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
154-17012
18-May-17
P1 - 1-side 7/16" OSB
Shearwall Assembly Specification
Shearwall Design Summary
Page 1
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 203: 2nd Floor - Rear Ext. Wall of Bonus/BR#4/MBR
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 48.0 ft. Qualifying Wall Length, L 22.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3350 lbs < 7266 lbs
Overturning Evaluation:
Resistive DL 475 plf Overturning Moment 30.5 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 337.0 k-ft Holdown Capacity 0 lbs
Shearwall 204: 2nd Floor - Rear Ext. Wall of Mast. Bath
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 6.0 ft.
Wall Length, L 16.0 ft. Qualifying Wall Length, L 8.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1200 lbs < 1831 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 10.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 14.1 k-ft Holdown Capacity 0 lbs
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB
P1 - 1-side 7/16" OSB
JayMarc
154-17012
18-May-17
No Holdown Required
Shearwall Design Summary
Shearwall Assembly Specification
Page 2
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 205: 2nd Floor - Side Ext. Wall of Mast Bath/Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 43.0 ft. Qualifying Wall Length, L 43.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
8400 lbs < 14448 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 76.4 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 103.5 k-ft Holdown Capacity 0 lbs
Shearwall 206: 2nd Floor - Front Ext. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
150 lbs < 1344 lbs
Overturning Evaluation:
Resistive DL 151 plf Overturning Moment 1.4 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 1.4 k-ft Holdown Capacity 0 lbs
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
Page 3
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 207: 2nd Floor - Front Ext. Wall of Media at Window
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.0 ft. Qualifying Wall Length, L 6.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
950 lbs < 2016 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 8.6 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 8.7 k-ft Holdown Capacity 0 lbs
Shearwall 208: 2nd Floor - Front Ext. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
650 lbs < 1344 lbs
Overturning Evaluation:
Resistive DL 261 plf Overturning Moment 5.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 2000 lbs Resistive Moment 6.1 k-ft Holdown Capacity 0 lbs
Hold-down Specification
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
Page 4
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 209: 2nd Floor - Front Ext. Wall of Laundry
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 5.0 ft. Qualifying Wall Length, L 5.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
175 lbs < 1680 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 1.6 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 250 lbs Resistive Moment 1.8 k-ft Holdown Capacity 0 lbs
Shearwall xxx: Error - Not Used
Shearwall Properties:
Wall height, H 0.0 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 0.0 ft. Qualifying Wall Length, L 0.0 ft. Shearwall Assembly P0
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
0 lbs ##### #DIV/0! lbs
Overturning Evaluation:
Resistive DL 0 plf Overturning Moment #DIV/0! k-ft Hold Down Design Load 0 lbs
DL at ends of wall 0 lbs Resistive Moment 0.0 k-ft Holdown Capacity 0 lbs
Hold-down Specification
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - UNBLOCKED#DIV/0!
Hold-down Specification
No Holdown Required
P0 - 1-side 7/16" OSB
No Holdown Required
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
154-17012
ADEQUATE
18-May-17
Shearwall Design Summary
Page 5
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 211: 2nd Floor - Front Ext. Wall of Bath #3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 4.0 ft.
Wall Length, L 8.0 ft. Qualifying Wall Length, L 6.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
375 lbs < 1506 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 3.4 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 3.5 k-ft Holdown Capacity 0 lbs
Shearwall 212: 2nd Floor - Rear Int. Wall of BR#3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.2 ft. Qualifying Wall Length, L 12.2 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3000 lbs < 4099 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 27.3 k-ft Hold Down Design Load 1632 lbs
DL at ends of wall 400 lbs Resistive Moment 7.4 k-ft Holdown Capacity 1705 lbs
fastened w/ 26-8d nails
P1 - 1-side 7/16" OSB
No Holdown Required
ADEQUATE
Hold-down Specification
SIMPSON CS16 STRAP TIE (14" END LENGTH)
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
Page 6
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 213: 2nd Floor - Rear Int. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 20.0 ft. Qualifying Wall Length, L 20.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3850 lbs < 6720 lbs
Overturning Evaluation:
Resistive DL 440 plf Overturning Moment 35.0 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 500 lbs Resistive Moment 58.8 k-ft Holdown Capacity 0 lbs
Shearwall 214: 2nd Floor - Side Int. Wall of BD#2
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 13.7 ft. Qualifying Wall Length, L 13.7 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
875 lbs < 4593 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 8.0 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 8.1 k-ft Holdown Capacity 0 lbs
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
Hold-down Specification
No Holdown Required
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
No Holdown Required
JayMarc
154-17012
18-May-17
Page 7
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 215: 2nd Floor - Side Int. Wall of Bonus
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 20.5 ft. Qualifying Wall Length, L 20.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
2450 lbs < 6888 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 22.3 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 800 lbs Resistive Moment 22.4 k-ft Holdown Capacity 0 lbs
Shearwall 216: 2nd Floor - Side Ext. Wall of Media Bump Out
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
200 lbs < 1344 lbs
Overturning Evaluation:
Resistive DL 202 plf Overturning Moment 1.8 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 1.9 k-ft Holdown Capacity 0 lbs
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
JayMarc
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
154-17012
Hold-down Specification
18-May-17
Shearwall Design Summary
Page 8
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 101: 1st Floor - Side Ext. Wall of Den
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 31.3 ft. Qualifying Wall Length, L 22.3 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
9000 lbs < 9941 lbs
Overturning Evaluation:
Resistive DL 311 plf Overturning Moment 90.9 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 94.9 k-ft Holdown Capacity 0 lbs
Shearwall 102: 1st Floor - Side Ext. Wall of Great Room
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 4.0 ft.
Wall Length, L 7.8 ft. Qualifying Wall Length, L 4.8 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
600 lbs < 1573 lbs
Overturning Evaluation:
Resistive DL 251 plf Overturning Moment 6.1 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 6.4 k-ft Holdown Capacity 0 lbs
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
JayMarc
154-17012
Page 9
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 103: 1st Floor - Rear Ext. Wall of Great Rm/Nook
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 6.0 ft.
Wall Length, L 23.0 ft. Qualifying Wall Length, L 12.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3100 lbs < 3137 lbs
Overturning Evaluation:
Resistive DL 580 plf Overturning Moment 31.3 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 100 lbs Resistive Moment 93.4 k-ft Holdown Capacity 0 lbs
Shearwall 104: 1st Floor - Rear Ext. Wall of Kitchen/MBD#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 44.5 ft. Qualifying Wall Length, L 26.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3900 lbs < 7550 lbs
Overturning Evaluation:
Resistive DL 600 plf Overturning Moment 39.4 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 367.1 k-ft Holdown Capacity 0 lbs
Shearwall Assembly Specification
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
No Holdown Required
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Page 10
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 105: 1st Floor - Side Ext. Wall of Sitting/MBA#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 24.5 ft. Qualifying Wall Length, L 18.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3550 lbs < 4157 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 35.9 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 600 lbs Resistive Moment 39.1 k-ft Holdown Capacity 0 lbs
Shearwall 106: 1st Floor - Side Ext. Wall of Garage
Shearwall Properties:
Wall height, H 13.1 ft. Max wall opening ht, Hc 8.0 ft.
Wall Length, L 27.5 ft. Qualifying Wall Length, L 19.5 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
6650 lbs < 6745 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 87.1 k-ft Hold Down Design Load 1662 lbs
DL at ends of wall 200 lbs Resistive Moment 41.4 k-ft Holdown Capacity 5150 lbs
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
SIMPSON STHD14RJ HOLDOWNfastened w/ 38-16d nails
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
No Holdown Required
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
JayMarc
154-17012
Hold-down Specification
18-May-17
Shearwall Design Summary
Page 11
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 107: 1st Floor - Rear Int. Wall of Den
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.2 ft. Qualifying Wall Length, L 12.2 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
4400 lbs < 7686 lbs
Overturning Evaluation:
Resistive DL 210 plf Overturning Moment 71.7 k-ft Uplift Connector Design Load 4752 lbs
DL at ends of wall 600 lbs Resistive Moment 13.8 k-ft Holdown Capacity 5840 lbs
Shearwall 108: 1st Floor - Rear Int. Wall of Garage by MBA#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 34.0 ft. Qualifying Wall Length, L 34.0 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
11900 lbs < 21420 lbs
Overturning Evaluation:
Resistive DL 510 plf Overturning Moment 179.8 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 180.9 k-ft Holdown Capacity 0 lbs
ADEQUATE
Hold-down Specification
No Holdown Required
Shearwall Design Summary
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
Hold-down Specification
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
SIMPSON MSTC66 STRAP TIE (24" END LENGTH)fastened w/ 68-16d nails
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
JayMarc
154-17012
18-May-17
Page 12
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 109: 1st Floor - Side Int. Wall of GarageThru Mud Room
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 27.0 ft. Qualifying Wall Length, L 27.0 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
13500 lbs < 17010 lbs
Overturning Evaluation:
Resistive DL 215 plf Overturning Moment 136.4 k-ft Uplift Connector Design Load 3189 lbs
DL at ends of wall 200 lbs Resistive Moment 50.3 k-ft Holdown Capacity 5150 lbs
Shearwall 110: 1st Floor - Side Int. Wall of Mast BD#2 by Kitchen
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 15.0 ft. Qualifying Wall Length, L 15.0 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
5500 lbs < 9450 lbs
Overturning Evaluation:
Resistive DL 110 plf Overturning Moment 55.6 k-ft Hold Down Design Load 3028 lbs
DL at ends of wall 300 lbs Resistive Moment 10.1 k-ft Holdown Capacity 5150 lbs
fastened w/ 38-16d nails
Hold-down Specification
SIMPSON STHD14RJ HOLDOWN
P3 - 1-side 7/16" OSB fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
P3 - 1-side 7/16" OSB fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
fastened w/ 38-16d nails
Hold-down Specification
Shearwall Assembly Specification
SIMPSON STHD14RJ HOLDOWN
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
Page 13
JayMarc
7337 SE 36th StMercer Island, WA
Shear Wall Calculations - SeismicReviewed By:
May 18, 2017
Parameters:
Single Family Home
Design Wind Speed: 110 MPH
wind Exposure Category: C
Seismic Design Category: D
Code & Design Standard: 2015 IBC Ch. 1609, ASCE 7-10 Ch. 26-30
Project Name:
M&K Project #:Engineer:
Date:
Seismic Design Category: Building period Determination:
User Inputs: User Inputs:
Site Class D Building period coefficient, Ct 0.020
Spectral Response Acceleration 0.2 sec, Ss 1.399 Long-Period Trans Period, TL (sec) 6
Spectral Response Acceleration 1.0 sec, S1 0.538 Ht. abv base to highest level, hn 19
Occupancy Category II Calculated Values:
Variables: Approximate Fundamental Period, Ta, T 0.183
Site coefficient, Fa 1.00 T0 0.115
Site coefficient, Fv 1.50Ts 0.577
Calculated Values:Spectral Response Acceleration, Sa (g) 0.933
Maximum spectral response acceleration, Sms 1.399
Maximum spectral response acceleration, Sm1 0.807
Design spectral response acceleration, Sds 0.933
Design spectral response acceleration, Sd1 0.538
Seismic Design Category (short term) D
Seismic Design Category (1.0 second term) D
Equivalent lateral force procedure
Dead Load Calculation:Level Story Ht. (ft.) Area (ft2) Dead Load (psf) Total level DL
1 10.1 4232 10 24.6 67 k
2 9.1 2905 17 12.0 61 k
3 0.0 0 0 0.0 0 k
4 0.0 0 0 0.0 0 k
5 0.0 0 0 0.0 0 k
6 0.0 0 0 0.0 0 k
7 0.0 0 0 0.0 0 k
8 0.0 0 0 0.0 0 k
9 0.0 0 0 0.0 0 k
10 0.0 0 0 0.0 0 k
Total Dead Load Of Structure 128 kips
Seismic Response Coefficient:
Transverse Longitudinal
Response modification factor, R 6.5 6.5
Occupancy Importance Factor, IE 1.00 1.00
Seismic Response Coefficient, Cs 0.143 0.143
Base Shears: Ultimate Loads Allowable Loads
Transverse Longitudinal Transverse Longitudinal
18 k 18 k k k
Story Shear Calculation:
Distribution exponen 1.00
Ultimate Loads Allowable Loads
Transverse Longitudinal Transverse Longitudinal
LevelVert. Dist. Factor, Cvx Story Shear, F x Story Shear, F x Story Shear, F x Story Shear Story Shear, F x Story Shear
1 0.364 6.7 k 6.7 k 4.7 k 12.9 k 4.7 k 12.9 k
2 0.636 11.7 k 11.7 k 8.2 k 8.2 k 8.2 k 8.2 k
3 0.000 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
4 0.000 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
5 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
6 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
7 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
8 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
9 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
10 0.00 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
7337 SE 36th St.
18-May-17
JayMarc
NJD
154-17012
SEISMIC CALCULATION - ASCE 7-10
x 0.7 =
13 13
DL of ext wall tributary to level
(kips)
x 0.7 =
Page 1 of 1
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 201: 2nd Floor - Side Ext. Wall of BD#3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 16.0 ft. Qualifying Wall Length, L 16.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1750 lbs < 3824 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 15.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 34.4 k-ft Holdown Capacity 1705 lbs
Shearwall 202: 2nd Floor - Side Ext. Wall of Bonus
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 22.5 ft. Qualifying Wall Length, L 18.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1500 lbs < 2423 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 13.7 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 71.8 k-ft Holdown Capacity 0 lbs
ADEQUATE
Hold-down Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
154-17012
18-May-17
P1 - 1-side 7/16" OSB
Shearwall Assembly Specification
Shearwall Design Summary
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
No Holdown Required
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
Page 1
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 203: 2nd Floor - Rear Ext. Wall of Bonus/BR#4/MBR
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 48.0 ft. Qualifying Wall Length, L 22.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
2000 lbs < 5169 lbs
Overturning Evaluation:
Resistive DL 475 plf Overturning Moment 18.2 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 782.3 k-ft Holdown Capacity 0 lbs
Shearwall 204: 2nd Floor - Rear Ext. Wall of Mast. Bath
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 6.0 ft.
Wall Length, L 16.0 ft. Qualifying Wall Length, L 8.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
900 lbs < 1303 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 8.2 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 32.8 k-ft Holdown Capacity 0 lbs
P1 - 1-side 7/16" OSB
JayMarc
154-17012
18-May-17
No Holdown Required
Shearwall Design Summary
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB
Page 2
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 205: 2nd Floor - Side Ext. Wall of Mast Bath/Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 43.0 ft. Qualifying Wall Length, L 43.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3500 lbs < 10277 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 31.9 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 240.3 k-ft Holdown Capacity 0 lbs
Shearwall 206: 2nd Floor - Front Ext. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
100 lbs < 956 lbs
Overturning Evaluation:
Resistive DL 151 plf Overturning Moment 0.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 3.4 k-ft Holdown Capacity 0 lbs
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
Page 3
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 207: 2nd Floor - Front Ext. Wall of Media at Window
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.0 ft. Qualifying Wall Length, L 6.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
750 lbs < 1434 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 6.8 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 20.1 k-ft Holdown Capacity 0 lbs
Shearwall 208: 2nd Floor - Front Ext. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
550 lbs < 956 lbs
Overturning Evaluation:
Resistive DL 261 plf Overturning Moment 5.0 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 2000 lbs Resistive Moment 14.1 k-ft Holdown Capacity 0 lbs
ADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
Hold-down Specification
No Holdown Required
Page 4
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 209: 2nd Floor - Front Ext. Wall of Laundry
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 5.0 ft. Qualifying Wall Length, L 5.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
150 lbs < 1195 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 1.4 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 250 lbs Resistive Moment 4.1 k-ft Holdown Capacity 0 lbs
Shearwall xxx: Error - Not Used
Shearwall Properties:
Wall height, H 0.0 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 0.0 ft. Qualifying Wall Length, L 0.0 ft. Shearwall Assembly P0
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
0 lbs ##### #DIV/0! lbs
Overturning Evaluation:
Resistive DL 0 plf Overturning Moment #DIV/0! k-ft Hold Down Design Load 0 lbs
DL at ends of wall 0 lbs Resistive Moment 0.0 k-ft Holdown Capacity 0 lbs
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
154-17012
ADEQUATE
18-May-17
Hold-down Specification
Shearwall Assembly Specification
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - UNBLOCKED#DIV/0!
Hold-down Specification
No Holdown Required
P0 - 1-side 7/16" OSB
No Holdown Required
Page 5
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 211: 2nd Floor - Front Ext. Wall of Bath #3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 4.0 ft.
Wall Length, L 8.0 ft. Qualifying Wall Length, L 6.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
200 lbs < 1072 lbs
Overturning Evaluation:
Resistive DL 134 plf Overturning Moment 1.8 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 8.2 k-ft Holdown Capacity 0 lbs
Shearwall 212: 2nd Floor - Rear Int. Wall of BR#3
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.2 ft. Qualifying Wall Length, L 12.2 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
2400 lbs < 5502 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 21.8 k-ft Hold Down Design Load 383 lbs
DL at ends of wall 400 lbs Resistive Moment 17.2 k-ft Holdown Capacity 1705 lbs
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
JayMarc
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
No Holdown Required
ADEQUATE
Hold-down Specification
SIMPSON CS16 STRAP TIE (14" END LENGTH)fastened w/ 26-8d nails
Page 6
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 213: 2nd Floor - Rear Int. Wall of Media
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 20.0 ft. Qualifying Wall Length, L 20.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1200 lbs < 4780 lbs
Overturning Evaluation:
Resistive DL 440 plf Overturning Moment 10.9 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 500 lbs Resistive Moment 136.5 k-ft Holdown Capacity 0 lbs
Shearwall 214: 2nd Floor - Side Int. Wall of BD#2
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 13.7 ft. Qualifying Wall Length, L 13.7 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
500 lbs < 3267 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 4.6 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 18.7 k-ft Holdown Capacity 0 lbs
No Holdown Required
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Page 7
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 215: 2nd Floor - Side Int. Wall of Bonus
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 20.5 ft. Qualifying Wall Length, L 20.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1000 lbs < 4900 lbs
Overturning Evaluation:
Resistive DL 100 plf Overturning Moment 9.1 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 800 lbs Resistive Moment 52.1 k-ft Holdown Capacity 0 lbs
Shearwall 216: 2nd Floor - Side Ext. Wall of Media Bump Out
Shearwall Properties:
Wall height, H 9.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 4.0 ft. Qualifying Wall Length, L 4.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
100 lbs < 956 lbs
Overturning Evaluation:
Resistive DL 202 plf Overturning Moment 0.9 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 4.5 k-ft Holdown Capacity 0 lbs
154-17012
Hold-down Specification
18-May-17
Shearwall Design Summary
JayMarc
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
Page 8
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 101: 1st Floor - Side Ext. Wall of Den
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 31.3 ft. Qualifying Wall Length, L 22.3 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
3000 lbs < 7117 lbs
Overturning Evaluation:
Resistive DL 311 plf Overturning Moment 30.3 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 220.2 k-ft Holdown Capacity 0 lbs
Shearwall 102: 1st Floor - Side Ext. Wall of Great Room
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 4.0 ft.
Wall Length, L 7.8 ft. Qualifying Wall Length, L 4.8 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
250 lbs < 1119 lbs
Overturning Evaluation:
Resistive DL 251 plf Overturning Moment 2.5 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 14.8 k-ft Holdown Capacity 0 lbs
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
Hold-down Specification
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB
No Holdown Required
fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
Page 9
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 103: 1st Floor - Rear Ext. Wall of Great Rm/Nook
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 6.0 ft.
Wall Length, L 23.0 ft. Qualifying Wall Length, L 12.0 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1400 lbs < 2231 lbs
Overturning Evaluation:
Resistive DL 580 plf Overturning Moment 14.1 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 100 lbs Resistive Moment 216.9 k-ft Holdown Capacity 0 lbs
Shearwall 104: 1st Floor - Rear Ext. Wall of Kitchen/MBD#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 44.5 ft. Qualifying Wall Length, L 26.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1800 lbs < 5370 lbs
Overturning Evaluation:
Resistive DL 600 plf Overturning Moment 18.2 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 852.3 k-ft Holdown Capacity 0 lbs
No Holdown Required
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
Hold-down Specification
No Holdown Required
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Page 10
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 105: 1st Floor - Side Ext. Wall of Sitting/MBA#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 5.0 ft.
Wall Length, L 24.5 ft. Qualifying Wall Length, L 18.5 ft. Shearwall Assembly P1
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1000 lbs < 2957 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 10.1 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 400 lbs Resistive Moment 83.9 k-ft Holdown Capacity 0 lbs
Shearwall 106: 1st Floor - Side Ext. Wall of Garage
Shearwall Properties:
Wall height, H 13.1 ft. Max wall opening ht, Hc 8.0 ft.
Wall Length, L 27.5 ft. Qualifying Wall Length, L 19.5 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
2500 lbs < 4828 lbs
Overturning Evaluation:
Resistive DL 168 plf Overturning Moment 32.8 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 96.2 k-ft Holdown Capacity 5150 lbs
154-17012
Hold-down Specification
18-May-17
Shearwall Design Summary
JayMarc
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
No Holdown Required
Shearwall Assembly Specification
P1 - 1-side 7/16" OSB fastened w/ 8d nails at 6"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
Page 11
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 107: 1st Floor - Rear Int. Wall of Den
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 12.2 ft. Qualifying Wall Length, L 12.2 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1300 lbs < 5502 lbs
Overturning Evaluation:
Resistive DL 210 plf Overturning Moment 35.0 k-ft Uplift Connector Design Load 246 lbs
DL at ends of wall 600 lbs Resistive Moment 32.0 k-ft Holdown Capacity 5840 lbs
Shearwall 108: 1st Floor - Rear Int. Wall of Garage by MBA#2
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 34.0 ft. Qualifying Wall Length, L 34.0 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
5500 lbs < 15334 lbs
Overturning Evaluation:
Resistive DL 170 plf Overturning Moment 55.6 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 146.3 k-ft Holdown Capacity 0 lbs
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
Hold-down Specification
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB
SIMPSON MSTC66 STRAP TIE (24" END LENGTH)fastened w/ 68-16d nails
fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blockedADEQUATE
Hold-down Specification
No Holdown Required
Page 12
Project Name:
7337 SE 36th StM&K Project #:
Engineer: NJDDate:
Shearwall 109: 1st Floor - Side Int. Wall of GarageThru Mud Room
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 19.5 ft. Qualifying Wall Length, L 19.5 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
4500 lbs < 8795 lbs
Overturning Evaluation:
Resistive DL 215 plf Overturning Moment 45.5 k-ft Uplift Connector Design Load 0 lbs
DL at ends of wall 200 lbs Resistive Moment 62.4 k-ft Holdown Capacity 5150 lbs
Shearwall 110: 1st Floor - Side Int. Wall of Mast BD#2 by Kitchen
Shearwall Properties:
Wall height, H 10.1 ft. Max wall opening ht, Hc 0.0 ft.
Wall Length, L 15.0 ft. Qualifying Wall Length, L 15.0 ft. Shearwall Assembly P3
Capacity Evaluation:
Total Shear load on Wall Allowable Shearwall Capacity
1900 lbs < 6765 lbs
Overturning Evaluation:
Resistive DL 110 plf Overturning Moment 19.2 k-ft Hold Down Design Load 0 lbs
DL at ends of wall 300 lbs Resistive Moment 23.5 k-ft Holdown Capacity 5150 lbs
No Holdown Required
JayMarc
154-17012
18-May-17
Shearwall Design Summary
Shearwall Assembly Specification
P3 - 1-side 7/16" OSB fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Hold-down Specification
Shearwall Assembly Specification
Hold-down Specification
No Holdown Required
P3 - 1-side 7/16" OSB fastened w/ 8d nails at 3"o.c. panel edges & 12"o.c. panel field - edges blocked
ADEQUATE
Page 13
7337 SE 36th ST.
Overstrength CalculationsMay 18, 2017
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B14) - Bm Below Laundry - Glulam (Max E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Trus JoistParallam PSL 2.0E
290029002900
750
20001016.535
2902025 45.05
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of ElasticityEbend- xx ksi
Density pcf
Load Combination :ASCE 7-10
3.5x11.875
Span = 11.0 ft
D(0.335) E(0.91) D(0.335) E(-0.91)
D(0.135) L(0.03) S(0.05)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.1350, L = 0.030, S = 0.050 , Tributary Width = 1.0 ftPoint Load : D = 0.3350, E = 0.910 k @ 3.250 ftPoint Load : D = 0.3350, E = -0.910 k @ 7.750 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.180: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 5.500ft
44.84 psi=
=
FB : Allowable 2,900.00psi Fv : Allowable
3.5x11.875Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+L+H=
=
=
290.00 psi==
Section used for this span 3.5x11.875fb : Actual
Maximum Shear Stress Ratio 0.155 : 1
0.000 ft==
522.89psi fv : Actual
Maximum Deflection
24978 >=3601430
Ratio = 0 <300.0
Max Downward Transient Deflection 0.017 in 7782Ratio = >=360Max Upward Transient Deflection -0.005 in Ratio =Max Downward Total Deflection 0.092 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.5250E+H 1 0.0923 5.299 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.603 1.408Overall MINimum 0.165 0.165+D+H 1.078 1.078+D+L+H 1.243 1.243+D+Lr+H 1.078 1.078+D+S+H 1.353 1.353+D+0.750Lr+0.750L+H 1.201 1.201
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B14) - Bm Below Laundry - Glulam (Max E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750L+0.750S+H 1.408 1.408+D+0.60W+H 1.078 1.078+D+0.70E+H 1.338 0.817+D+0.750Lr+0.750L+0.450W+H 1.201 1.201+D+0.750L+0.750S+0.450W+H 1.408 1.408+D+0.750L+0.750S+0.5250E+H 1.603 1.212+0.60D+0.60W+0.60H 0.647 0.647+0.60D+0.70E+0.60H 0.907 0.386D Only 1.078 1.078Lr OnlyL Only 0.165 0.165S Only 0.275 0.275W OnlyE Only 0.372 -0.372H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B14) - Bm Below Laundry - Glulam (Min E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Trus JoistParallam PSL 2.0E
2,900.02,900.02,900.0
750.0
2,000.01,016.54
290.02,025.0 45.050
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of ElasticityEbend- xx ksi
Density pcf
Load Combination :ASCE 7-10
3.5x11.875
Span = 11.0 ft
D(0.335) E(0.455) D(0.335) E(-4.55)
D(0.135) L(0.03) S(0.05)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.1350, L = 0.030, S = 0.050 , Tributary Width = 1.0 ftPoint Load : D = 0.3350, E = 0.4550 k @ 3.250 ftPoint Load : D = 0.3350, E = -4.550 k @ 7.750 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.180: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 5.500ft
44.84 psi=
=
FB : Allowable 2,900.00psi Fv : Allowable
3.5x11.875Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+L+H=
=
=
290.00 psi==
Section used for this span 3.5x11.875fb : Actual
Maximum Shear Stress Ratio 0.155 : 1
0.000 ft==
522.89psi fv : Actual
Maximum Deflection
819 >=3601434
Ratio = 1862 >=300.
Max Downward Transient Deflection 0.017 in 7782Ratio = >=360Max Upward Transient Deflection -0.161 in Ratio =Max Downward Total Deflection 0.092 in Ratio = >=300.Max Upward Total Deflection -0.071 in
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.0000 0.000 -0.1611 6.182.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.408 -3.071Overall MINimum -0.070 0.165+D+H 1.078 1.078+D+L+H 1.243 1.243+D+Lr+H 1.078 1.078+D+S+H 1.353 1.353+D+0.750Lr+0.750L+H 1.201 1.201
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B14) - Bm Below Laundry - Glulam (Min E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750L+0.750S+H 1.408 1.408+D+0.60W+H 1.078 1.078+D+0.70E+H 0.361 -1.072+D+0.750Lr+0.750L+0.450W+H 1.201 1.201+D+0.750L+0.750S+0.450W+H 1.408 1.408+D+0.750L+0.750S+0.5250E+H 0.870 -0.205+0.60D+0.60W+0.60H 0.647 0.647+0.60D+0.70E+0.60H -0.070 -1.503D Only 1.078 1.078Lr OnlyL Only 0.165 0.165S Only 0.275 0.275W OnlyE Only -1.024 -3.071H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B15) - Bm Below Media Room - Glulam (Max E)
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/DF24F - V8
2,400.02,400.01,650.0
650.0
1,800.0950.0
265.01,100.0 31.20
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of Elasticity
1,600.0ksi850.0ksi
Ebend- yyEminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.125x15
Span = 19.50 ft
D(1.18) S(1.58) D(0.845) S(1.24)D(0.525) L(0.36) S(0.3) D(0.525) L(0.36) S(0.3)D(0.95) E(2.8) D(0.3) E(-0.82)
D(0.305) S(0.3)
D(0.305) S(0.3)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1Uniform Load : D = 0.3050, S = 0.30 k/ft, Extent = 0.0 -->> 4.0 ft, Tributary Width = 1.0 ftUniform Load : D = 0.3050, S = 0.30 k/ft, Extent = 15.50 -->> 19.50 ft, Tributary Width = 1.0 ftPoint Load : D = 1.180, S = 1.580 k @ 4.0 ft, (Roof G.T.)Point Load : D = 0.8450, S = 1.240 k @ 15.50 ftPoint Load : D = 0.5250, L = 0.360, S = 0.30 k @ 4.0 ft, (Floor)Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 15.50 ft, (Floor)Point Load : D = 0.950, E = 2.80 k @ 4.0 ftPoint Load : D = 0.30, E = -0.820 k @ 15.50 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.502: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1Location of maximum on span 4.057ft
130.40 psi=
=
FB : Allowable 2,719.17psi Fv : Allowable
5.125x15Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+S+H=
=
=
304.75 psi==
Section used for this span 5.125x15fb : Actual
Maximum Shear Stress Ratio 0.428 : 1
0.000 ft==
1,366.01psi fv : Actual
Maximum Deflection
0 <360364
Ratio = 0 <300.0
Max Downward Transient Deflection 0.280 in 835Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.642 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00
1.00 Length = 19.50 ft 1 0.359 0.300 0.90 0.985 1.00 1.00 1.00 12.24 764.28 2128.05 3.67 238.50 1.00 71.67 1.00+D+L+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.361 0.297 1.00 0.985 1.00 1.00 1.00 13.68 854.19 2364.50 4.03 265.00 1.00 78.69
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B15) - Bm Below Media Room - Glulam (Max E)
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length 1.00+D+Lr+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.259 0.216 1.25 0.985 1.00 1.00 1.00 12.24 764.28 2955.62 3.67 331.25 1.00 71.67 1.00+D+S+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.502 0.428 1.15 0.985 1.00 1.00 1.00 21.88 1,366.01 2719.17 6.68 304.75 1.00 130.40 1.00+D+0.750Lr+0.750L+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.281 0.232 1.25 0.985 1.00 1.00 1.00 13.32 831.71 2955.62 3.94 331.25 1.00 76.94 1.00+D+0.750L+0.750S+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.472 0.397 1.15 0.985 1.00 1.00 1.00 20.55 1,283.01 2719.17 6.20 304.75 1.00 120.99 1.00+D+0.60W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.202 0.169 1.60 0.985 1.00 1.00 1.00 12.24 764.28 3783.19 3.67 424.00 1.00 71.67 1.00+D+0.70E+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.297 0.235 1.60 0.985 1.00 1.00 1.00 17.97 1,122.14 3783.19 5.11 424.00 1.00 99.77 1.00+D+0.750Lr+0.750L+0.450W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.220 0.181 1.60 0.985 1.00 1.00 1.00 13.32 831.71 3783.19 3.94 424.00 1.00 76.94 1.00+D+0.750L+0.750S+0.450W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.339 0.285 1.60 0.985 1.00 1.00 1.00 20.55 1,283.01 3783.19 6.20 424.00 1.00 120.99 1.00+D+0.750L+0.750S+0.5250E+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.410 0.335 1.60 0.985 1.00 1.00 1.00 24.85 1,551.41 3783.19 7.28 424.00 1.00 142.06 1.00+0.60D+0.60W+0.60H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.121 0.101 1.60 0.985 1.00 1.00 1.00 7.34 458.57 3783.19 2.20 424.00 1.00 43.00 1.00+0.60D+0.70E+0.60H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.216 0.168 1.60 0.985 1.00 1.00 1.00 13.08 816.43 3783.19 3.64 424.00 1.00 71.10
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.5250E+H 1 0.6419 9.394 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 7.281 5.902Overall MINimum 0.360 -0.077+D+H 3.673 3.092+D+L+H 4.033 3.452+D+Lr+H 3.673 3.092+D+S+H 6.683 5.902+D+0.750Lr+0.750L+H 3.943 3.362+D+0.750L+0.750S+H 6.201 5.469+D+0.60W+H 3.673 3.092+D+0.70E+H 5.113 3.038+D+0.750Lr+0.750L+0.450W+H 3.943 3.362+D+0.750L+0.750S+0.450W+H 6.201 5.469+D+0.750L+0.750S+0.5250E+H 7.281 5.429+0.60D+0.60W+0.60H 2.204 1.855+0.60D+0.70E+0.60H 3.644 1.801D Only 3.673 3.092Lr OnlyL Only 0.360 0.360S Only 3.010 2.810W OnlyE Only 2.057 -0.077H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B15) - Bm Below Media Room - Glulam (Min E)
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/DF24F - V8
2,400.02,400.01,650.0
650.0
1,800.0950.0
265.01,100.0 31.20
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of Elasticity
1,600.0ksi850.0ksi
Ebend- yyEminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.125x15
Span = 19.50 ft
D(1.18) S(1.58) D(0.845) S(1.24)D(0.525) L(0.36) S(0.3) D(0.525) L(0.36) S(0.3)D(0.95) E(-2.8) D(0.3) E(0.82)
D(0.305) S(0.3)
D(0.305) S(0.3)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1Uniform Load : D = 0.3050, S = 0.30 k/ft, Extent = 0.0 -->> 4.0 ft, Tributary Width = 1.0 ftUniform Load : D = 0.3050, S = 0.30 k/ft, Extent = 15.50 -->> 19.50 ft, Tributary Width = 1.0 ftPoint Load : D = 1.180, S = 1.580 k @ 4.0 ft, (Roof G.T.)Point Load : D = 0.8450, S = 1.240 k @ 15.50 ftPoint Load : D = 0.5250, L = 0.360, S = 0.30 k @ 4.0 ft, (Floor)Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 15.50 ft, (Floor)Point Load : D = 0.950, E = -2.80 k @ 4.0 ftPoint Load : D = 0.30, E = 0.820 k @ 15.50 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.502: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1Location of maximum on span 4.057ft
130.40 psi=
=
FB : Allowable 2,719.17psi Fv : Allowable
5.125x15Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+S+H=
=
=
304.75 psi==
Section used for this span 5.125x15fb : Actual
Maximum Shear Stress Ratio 0.428 : 1
0.000 ft==
1,366.01psi fv : Actual
Maximum Deflection
1850 >=360379
Ratio = 0 <300.0
Max Downward Transient Deflection 0.280 in 835Ratio = >=360Max Upward Transient Deflection -0.126 in Ratio =Max Downward Total Deflection 0.616 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00
1.00 Length = 19.50 ft 1 0.359 0.300 0.90 0.985 1.00 1.00 1.00 12.24 764.28 2128.05 3.67 238.50 1.00 71.67 1.00+D+L+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.361 0.297 1.00 0.985 1.00 1.00 1.00 13.68 854.19 2364.50 4.03 265.00 1.00 78.69
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B15) - Bm Below Media Room - Glulam (Min E)
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length 1.00+D+Lr+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.259 0.216 1.25 0.985 1.00 1.00 1.00 12.24 764.28 2955.62 3.67 331.25 1.00 71.67 1.00+D+S+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.502 0.428 1.15 0.985 1.00 1.00 1.00 21.88 1,366.01 2719.17 6.68 304.75 1.00 130.40 1.00+D+0.750Lr+0.750L+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.281 0.232 1.25 0.985 1.00 1.00 1.00 13.32 831.71 2955.62 3.94 331.25 1.00 76.94 1.00+D+0.750L+0.750S+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.472 0.397 1.15 0.985 1.00 1.00 1.00 20.55 1,283.01 2719.17 6.20 304.75 1.00 120.99 1.00+D+0.60W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.202 0.169 1.60 0.985 1.00 1.00 1.00 12.24 764.28 3783.19 3.67 424.00 1.00 71.67 1.00+D+0.70E+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.167 0.145 1.60 0.985 1.00 1.00 1.00 10.13 632.32 3783.19 3.15 424.00 1.00 61.39 1.00+D+0.750Lr+0.750L+0.450W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.220 0.181 1.60 0.985 1.00 1.00 1.00 13.32 831.71 3783.19 3.94 424.00 1.00 76.94 1.00+D+0.750L+0.750S+0.450W+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.339 0.285 1.60 0.985 1.00 1.00 1.00 20.55 1,283.01 3783.19 6.20 424.00 1.00 120.99 1.00+D+0.750L+0.750S+0.5250E+H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.294 0.254 1.60 0.985 1.00 1.00 1.00 17.79 1,110.94 3783.19 5.51 424.00 1.00 107.51 1.00+0.60D+0.60W+0.60H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.121 0.101 1.60 0.985 1.00 1.00 1.00 7.34 458.57 3783.19 2.20 424.00 1.00 43.00 1.00+0.60D+0.70E+0.60H 0.985 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.102 0.088 1.60 0.985 1.00 1.00 1.00 6.16 384.41 3783.19 1.91 424.00 1.00 37.26
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S+H 1 0.6159 9.608 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 6.683 5.902Overall MINimum 0.360 0.077+D+H 3.673 3.092+D+L+H 4.033 3.452+D+Lr+H 3.673 3.092+D+S+H 6.683 5.902+D+0.750Lr+0.750L+H 3.943 3.362+D+0.750L+0.750S+H 6.201 5.469+D+0.60W+H 3.673 3.092+D+0.70E+H 2.233 3.146+D+0.750Lr+0.750L+0.450W+H 3.943 3.362+D+0.750L+0.750S+0.450W+H 6.201 5.469+D+0.750L+0.750S+0.5250E+H 5.120 5.510+0.60D+0.60W+0.60H 2.204 1.855+0.60D+0.70E+0.60H 0.764 1.909D Only 3.673 3.092Lr OnlyL Only 0.360 0.360S Only 3.010 2.810W OnlyE Only -2.057 0.077H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B16) - Front to Back Bm Below Laundry Room - Glulam (Max E)
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/DF24F - V8
2,400.02,400.01,650.0
650.0
1,800.0950.0
265.01,100.0 31.20
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of Elasticity
1,600.0ksi850.0ksi
Ebend- yyEminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.5x19.5
Span = 19.50 ft
D(0.75) L(0.17) S(0.28)D(3.67) L(0.36) S(3.01)D(2.04) S(3)D(0.95) E(2.8)
D(0.113) L(0.225)
D(0.1) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1Uniform Load : D = 0.1130, L = 0.2250 k/ft, Extent = 1.50 -->> 19.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.10, L = 0.40 k/ft, Extent = 3.50 -->> 19.50 ft, Tributary Width = 1.0 ftPoint Load : D = 0.750, L = 0.170, S = 0.280 k @ 1.50 ftPoint Load : D = 3.670, L = 0.360, S = 3.010 k @ 3.50 ftPoint Load : D = 2.040, S = 3.0 k @ 3.50 ftPoint Load : D = 0.950, E = 2.80 k @ 3.50 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.781: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 8.398ft
214.75 psi=
=
FB : Allowable 2,287.06psi Fv : Allowable
5.5x19.5Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+0.750L+0.750S+H=
=
=
304.75 psi==
Section used for this span 5.5x19.5fb : Actual
Maximum Shear Stress Ratio 0.705 : 1
0.000 ft==
1,786.06psi fv : Actual
Maximum Deflection
0 <360358
Ratio = 0 <300.0
Max Downward Transient Deflection 0.326 in 717Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.652 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00
1.00 Length = 19.50 ft 1 0.425 0.455 0.90 0.953 1.00 1.00 1.00 25.44 875.76 2058.35 7.75 238.50 1.00 108.42 1.00+D+L+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.781 0.670 1.00 0.953 1.00 1.00 1.00 51.88 1,786.06 2287.06 12.70 265.00 1.00 177.61 1.00+D+Lr+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.306 0.327 1.25 0.953 1.00 1.00 1.00 25.44 875.76 2858.82 7.75 331.25 1.00 108.42
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B16) - Front to Back Bm Below Laundry Room - Glulam (Max E)
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length 1.00+D+S+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.562 0.594 1.15 0.953 1.00 1.00 1.00 42.95 1,478.73 2630.12 12.94 304.75 1.00 181.00 1.00+D+0.750Lr+0.750L+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.540 0.484 1.25 0.953 1.00 1.00 1.00 44.81 1,542.66 2858.82 11.46 331.25 1.00 160.31 1.00+D+0.750L+0.750S+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.717 0.705 1.15 0.953 1.00 1.00 1.00 54.77 1,885.58 2630.12 15.35 304.75 1.00 214.75 1.00+D+0.60W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.239 0.256 1.60 0.953 1.00 1.00 1.00 25.44 875.76 3659.30 7.75 424.00 1.00 108.42 1.00+D+0.70E+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.292 0.309 1.60 0.953 1.00 1.00 1.00 31.02 1,067.96 3659.30 9.36 424.00 1.00 130.91 1.00+D+0.750Lr+0.750L+0.450W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.422 0.378 1.60 0.953 1.00 1.00 1.00 44.81 1,542.66 3659.30 11.46 424.00 1.00 160.31 1.00+D+0.750L+0.750S+0.450W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.515 0.506 1.60 0.953 1.00 1.00 1.00 54.77 1,885.58 3659.30 15.35 424.00 1.00 214.75 1.00+D+0.750L+0.750S+0.5250E+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.547 0.546 1.60 0.953 1.00 1.00 1.00 58.17 2,002.46 3659.30 16.56 424.00 1.00 231.62 1.00+0.60D+0.60W+0.60H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.144 0.153 1.60 0.953 1.00 1.00 1.00 15.26 525.45 3659.30 4.65 424.00 1.00 65.05 1.00+0.60D+0.70E+0.60H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.196 0.206 1.60 0.953 1.00 1.00 1.00 20.86 718.01 3659.30 6.26 424.00 1.00 87.54
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.5250E+H 1 0.6522 9.252 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 16.561 9.325Overall MINimum 2.297 0.503+D+H 7.752 3.292+D+L+H 12.699 9.325+D+Lr+H 7.752 3.292+D+S+H 12.942 4.392+D+0.750Lr+0.750L+H 11.462 7.817+D+0.750L+0.750S+H 15.355 8.642+D+0.60W+H 7.752 3.292+D+0.70E+H 9.360 3.644+D+0.750Lr+0.750L+0.450W+H 11.462 7.817+D+0.750L+0.750S+0.450W+H 15.355 8.642+D+0.750L+0.750S+0.5250E+H 16.561 8.906+0.60D+0.60W+0.60H 4.651 1.975+0.60D+0.70E+0.60H 6.259 2.327D Only 7.752 3.292Lr OnlyL Only 4.947 6.033S Only 5.190 1.100W OnlyE Only 2.297 0.503H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B16) - Front to Back Bm Below Laundry Room - Glulam (Min E)
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/DF24F - V8
2,400.02,400.01,650.0
650.0
1,800.0950.0
265.01,100.0 31.20
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of Elasticity
1,600.0ksi850.0ksi
Ebend- yyEminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.5x19.5
Span = 19.50 ft
D(0.75) L(0.17) S(0.28)D(3.67) L(0.36) S(3.01)D(2.04) S(3)D(0.95) E(-2.8)
D(0.113) L(0.225)
D(0.1) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1Uniform Load : D = 0.1130, L = 0.2250 k/ft, Extent = 1.50 -->> 19.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.10, L = 0.40 k/ft, Extent = 3.50 -->> 19.50 ft, Tributary Width = 1.0 ftPoint Load : D = 0.750, L = 0.170, S = 0.280 k @ 1.50 ftPoint Load : D = 3.670, L = 0.360, S = 3.010 k @ 3.50 ftPoint Load : D = 2.040, S = 3.0 k @ 3.50 ftPoint Load : D = 0.950, E = -2.80 k @ 3.50 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.781: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 8.398ft
214.75 psi=
=
FB : Allowable 2,287.06psi Fv : Allowable
5.5x19.5Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+0.750L+0.750S+H=
=
=
304.75 psi==
Section used for this span 5.5x19.5fb : Actual
Maximum Shear Stress Ratio 0.705 : 1
0.000 ft==
1,786.06psi fv : Actual
Maximum Deflection
3612 >=360378
Ratio = 0 <300.0
Max Downward Transient Deflection 0.326 in 717Ratio = >=360Max Upward Transient Deflection -0.065 in Ratio =Max Downward Total Deflection 0.618 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00
1.00 Length = 19.50 ft 1 0.425 0.455 0.90 0.953 1.00 1.00 1.00 25.44 875.76 2058.35 7.75 238.50 1.00 108.42 1.00+D+L+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.781 0.670 1.00 0.953 1.00 1.00 1.00 51.88 1,786.06 2287.06 12.70 265.00 1.00 177.61 1.00+D+Lr+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.306 0.327 1.25 0.953 1.00 1.00 1.00 25.44 875.76 2858.82 7.75 331.25 1.00 108.42
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B16) - Front to Back Bm Below Laundry Room - Glulam (Min E)
Span #Moment ValuesLoad Combination
C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length 1.00+D+S+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.562 0.594 1.15 0.953 1.00 1.00 1.00 42.95 1,478.73 2630.12 12.94 304.75 1.00 181.00 1.00+D+0.750Lr+0.750L+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.540 0.484 1.25 0.953 1.00 1.00 1.00 44.81 1,542.66 2858.82 11.46 331.25 1.00 160.31 1.00+D+0.750L+0.750S+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.717 0.705 1.15 0.953 1.00 1.00 1.00 54.77 1,885.58 2630.12 15.35 304.75 1.00 214.75 1.00+D+0.60W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.239 0.256 1.60 0.953 1.00 1.00 1.00 25.44 875.76 3659.30 7.75 424.00 1.00 108.42 1.00+D+0.70E+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.191 0.203 1.60 0.953 1.00 1.00 1.00 20.29 698.58 3659.30 6.14 424.00 1.00 85.93 1.00+D+0.750Lr+0.750L+0.450W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.422 0.378 1.60 0.953 1.00 1.00 1.00 44.81 1,542.66 3659.30 11.46 424.00 1.00 160.31 1.00+D+0.750L+0.750S+0.450W+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.515 0.506 1.60 0.953 1.00 1.00 1.00 54.77 1,885.58 3659.30 15.35 424.00 1.00 214.75 1.00+D+0.750L+0.750S+0.5250E+H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.484 0.467 1.60 0.953 1.00 1.00 1.00 51.48 1,772.19 3659.30 14.15 424.00 1.00 197.88 1.00+0.60D+0.60W+0.60H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.144 0.153 1.60 0.953 1.00 1.00 1.00 15.26 525.45 3659.30 4.65 424.00 1.00 65.05 1.00+0.60D+0.70E+0.60H 0.953 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 19.50 ft 1 0.097 0.100 1.60 0.953 1.00 1.00 1.00 10.31 354.94 3659.30 3.04 424.00 1.00 42.56
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.450W+H 1 0.6185 9.252 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 15.355 9.325Overall MINimum -2.297 -0.503+D+H 7.752 3.292+D+L+H 12.699 9.325+D+Lr+H 7.752 3.292+D+S+H 12.942 4.392+D+0.750Lr+0.750L+H 11.462 7.817+D+0.750L+0.750S+H 15.355 8.642+D+0.60W+H 7.752 3.292+D+0.70E+H 6.144 2.940+D+0.750Lr+0.750L+0.450W+H 11.462 7.817+D+0.750L+0.750S+0.450W+H 15.355 8.642+D+0.750L+0.750S+0.5250E+H 14.149 8.378+0.60D+0.60W+0.60H 4.651 1.975+0.60D+0.70E+0.60H 3.043 1.623D Only 7.752 3.292Lr OnlyL Only 4.947 6.033S Only 5.190 1.100W OnlyE Only -2.297 -0.503H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B17) - Bm Below Media Room Bump Out - Glulam (Max E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Trus JoistParallam PSL 2.0E
2,900.02,900.02,900.0
750.0
2,000.01,016.54
290.02,025.0 45.050
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of ElasticityEbend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.25x11.875
Span = 19.0 ft
D(0.525) L(0.36) S(0.3) D(0.525) L(0.36) S(0.3)D(0.8) E(1.65) D(0.8) E(-1.65)D(0.1)
D(0.035) S(0.05)
D(0.035) S(0.05)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 3.50 ft, (Floor)Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 15.50 ft, (Floor)Point Load : D = 0.80, E = 1.650 k @ 3.50 ftPoint Load : D = 0.80, E = -1.650 k @ 15.50 ftUniform Load : D = 0.10 k/ft, Extent = 3.50 -->> 15.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.0350, S = 0.050 k/ft, Extent = 0.0 -->> 3.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.0350, S = 0.050 k/ft, Extent = 15.50 -->> 19.0 ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.336: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 9.500ft
57.92 psi=
=
FB : Allowable 2,900.00psi Fv : Allowable
5.25x11.875Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+L+H=
=
=
290.00 psi==
Section used for this span 5.25x11.875fb : Actual
Maximum Shear Stress Ratio 0.200 : 1
0.000 ft==
973.69psi fv : Actual
Maximum Deflection
7288 >=360439
Ratio = 0 <300.0
Max Downward Transient Deflection 0.070 in 3270Ratio = >=360Max Upward Transient Deflection -0.031 in Ratio =Max Downward Total Deflection 0.519 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.5250E+H 1 0.5193 9.153 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 3.221 2.674Overall MINimum 0.360 0.360+D+H 2.048 2.048
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B17) - Bm Below Media Room Bump Out - Glulam (Max E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+L+H 2.408 2.408+D+Lr+H 2.048 2.048+D+S+H 2.523 2.523+D+0.750Lr+0.750L+H 2.318 2.318+D+0.750L+0.750S+H 2.674 2.674+D+0.60W+H 2.048 2.048+D+0.70E+H 2.777 1.318+D+0.750Lr+0.750L+0.450W+H 2.318 2.318+D+0.750L+0.750S+0.450W+H 2.674 2.674+D+0.750L+0.750S+0.5250E+H 3.221 2.127+0.60D+0.60W+0.60H 1.229 1.229+0.60D+0.70E+0.60H 1.958 0.499D Only 2.048 2.048Lr OnlyL Only 0.360 0.360S Only 0.475 0.475W OnlyE Only 1.042 -1.042H Only
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B17) - Bm Below Media Room Bump Out - Glulam (Min E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
CODE REFERENCESCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Trus JoistParallam PSL 2.0E
2,900.02,900.02,900.0
750.0
2,000.01,016.54
290.02,025.0 45.050
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb - Tensionpsipsi
Fv psi
Fb - Compr
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of ElasticityEbend- xx ksi
Density pcf
Load Combination :ASCE 7-10
5.25x11.875
Span = 19.0 ft
D(0.525) L(0.36) S(0.3) D(0.525) L(0.36) S(0.3)D(0.8) E(1.2) D(0.8) E(-1.2)D(0.1)
D(0.035) S(0.05)
D(0.035) S(0.05)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 3.50 ft, (Floor)Point Load : D = 0.5250, L = 0.360, S = 0.30 k @ 15.50 ft, (Floor)Point Load : D = 0.80, E = 1.20 k @ 3.50 ftPoint Load : D = 0.80, E = -1.20 k @ 15.50 ftUniform Load : D = 0.10 k/ft, Extent = 3.50 -->> 15.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.0350, S = 0.050 k/ft, Extent = 0.0 -->> 3.50 ft, Tributary Width = 1.0 ftUniform Load : D = 0.0350, S = 0.050 k/ft, Extent = 15.50 -->> 19.0 ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.336: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1Location of maximum on span 9.500ft
57.92 psi=
=
FB : Allowable 2,900.00psi Fv : Allowable
5.25x11.875Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+L+H=
=
=
290.00 psi==
Section used for this span 5.25x11.875fb : Actual
Maximum Shear Stress Ratio 0.200 : 1
0.000 ft==
973.69psi fv : Actual
Maximum Deflection
10021 >=360439
Ratio = 0 <300.0
Max Downward Transient Deflection 0.070 in 3270Ratio = >=360Max Upward Transient Deflection -0.023 in Ratio =Max Downward Total Deflection 0.519 in Ratio = >=300.Max Upward Total Deflection 0.000 in
.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S+0.5250E+H 1 0.5188 9.223 0.0000 0.000.
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 3.072 2.674Overall MINimum 0.360 0.360+D+H 2.048 2.048
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28Licensee : MULHERN & KULP STRUCTURAL ENGINEERING INCLic. # : KW-06004787
File = P:\CYJ7GB~P\1SODBQ~Z\2017\12ZKIQ~A\Design\Gravity\OUZCYJ~2.EC6
Description : (B17) - Bm Below Media Room Bump Out - Glulam (Min E)
Mulhern & KulpStructural Engineering Inc20 S. Maple StAmbler, PA 19002215-646-8001Title Block Line 6
Project Title:Engineer: Project ID:
Printed: 17 MAY 2017, 12:17PM
Project Descr:
Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+L+H 2.408 2.408+D+Lr+H 2.048 2.048+D+S+H 2.523 2.523+D+0.750Lr+0.750L+H 2.318 2.318+D+0.750L+0.750S+H 2.674 2.674+D+0.60W+H 2.048 2.048+D+0.70E+H 2.578 1.517+D+0.750Lr+0.750L+0.450W+H 2.318 2.318+D+0.750L+0.750S+0.450W+H 2.674 2.674+D+0.750L+0.750S+0.5250E+H 3.072 2.276+0.60D+0.60W+0.60H 1.229 1.229+0.60D+0.70E+0.60H 1.759 0.698D Only 2.048 2.048Lr OnlyL Only 0.360 0.360S Only 0.475 0.475W OnlyE Only 0.758 -0.758H Only