SPS-H4H_Yelm-1345_250526_Structural CalcsSTRUCTURAL CALCULATIONS
FOR
YELM HABITAT FOR HUMANITY TOWNHOMES
407 LONGMIRE ST. NW
YELM, WA 98597
FOR
HABITAT FOR HUMANITY
PROJECT NO. 2023-0005
May 7, 2025
CALCULATIONS
ORIGINATED BY
JESSE CHASE, PE, SE
REVISED
STRUCTURAL CALCULATIONS
FOR
YELM HABITAT FOR HUMANITY TOWNHOMES
407 LONGMIRE ST. NW
YELM, WA 98597
SITE SPECIFIC
LATERAL AND VERTICAL
ANALYSIS AND DESIGN
(DO NOT REUSE)
FOR
HABITAT FOR HUMANITY
PROJECT #2023-0005
BY
MC SQUARED, INC.
ORIGINATED BY
JESSE M. CHASE, PE, SE
Page 2 of 63
05-22-25
BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. NO ANALYSIS AND DESIGN OF
BRACING, TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL
BRACING, TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF
CONTRACTOR.
CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATION.
PLACE TRUSSES PER MANUFACTURER’S RECOMMENDATIONS. BRACE PER
RECOMMENDATIONS.
REVISIONS/ADDENDUMS:
REV. 0: PERMIT SUBMITTAL
SCOPE OF WORK:
CLIENT REQUESTED MC SQUARED TO PROVIDE VERTICAL AND LATERAL
STRUCTURAL ENGINEERING FOR A NEW TWO-STORY WOOD FRAMED STRUCTURE IN
YELM, WASHINGTON
Page 3 of 63
DESIGN CRITERIA:
RISK CATEGORY: II
LOADS: 2021 IBC / ASCE 7-16
APPROXIMATE MEAN ROOF HEIGHT: 21FT-0IN
VERTICAL LOADS:
DEAD = 19 PSF (ROOF – INCLUDES 4PSF SOLAR)
= 15 PSF (FLOOR)
= 12 PSF (EXTERIOR WALLS)
= 150 PCF (CONCRETE)
= 120 PCF (SOIL – ASSUMED)
LIVE = 20 PSF (ROOF)
= 40 PSF (FLOOR)
SNOW = 25 PSF (SLOPER ROOF)
LATERAL LOADS:
WIND = ASCE 7-16, CH. 26, ENCLOSED STRUCTURE,
EXPOSURE B @ 100 MPH (LRFD), 3 SECOND GUST
SEISMIC = ASCE 7-16, CH. 12, SITE CLASSIFICATION D,
SEISMIC DESIGN CATEGORY D
SOILS: ASSUMED VALUES PER: 2021 IBC, TABLE 1806.2;
30o EFF. FRICTION ANGLE
ALLOW FOR 1/3 INCREASE FOR WIND/SIESMIC LOADS
VERTICAL = 1500 PSF
LATERAL = 35 PCF (ACTIVE LATERAL EARTH PRESSURE)
= 250 PCF (PASSIVE LATERAL EARTH PRESSURE)
= 0.45 COEFFICIENT OF FRICTION
Page 4 of 63
ASCE Hazards Report
Address:
407 Longmire St NW
Yelm, Washington
98597
Standard:ASCE/SEI 7-16 Latitude:46.948142
Risk Category:II Longitude:-122.610465
Soil Class:D - Default (see
Section 11.4.3)
Elevation:348.2227737251494 ft
(NAVD 88)
Wind
Results:
Wind Speed 97 Vmph
10-year MRI 67 Vmph
25-year MRI 73 Vmph
50-year MRI 77 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Wed May 07 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 4https://ascehazardtool.org/Wed May 07 2025
Page 5 of 63
SS : 1.292
S1 : 0.466
F a : 1.2
F v : N/A
SMS : 1.55
SM1 : N/A
SDS : 1.033
SD1 : N/A
T L : 16
PGA : 0.511
PGA M : 0.613
F PGA : 1.2
Ie : 1
C v : 1.358
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Wed May 07 2025
Page 2 of 4https://ascehazardtool.org/Wed May 07 2025
Page 6 of 63
Snow
Results:
Mapped Elevation:
Data Source:
Date Accessed: Wed May 07 2025
In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load
Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA.
Statutory requirements of the Authority Having Jurisdiction are not included.
Snow load values are mapped to a 0.5 mile resolution. This resolution can
create a mismatch between the mapped elevation and the site-specific
elevation in topographically complex areas. Engineers should consult the local
authority having jurisdiction in locations where the reported ‘elevation’ and
‘mapped elevation’ differ significantly from each other.
Page 3 of 4https://ascehazardtool.org/Wed May 07 2025
Page 7 of 63
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Wed May 07 2025
Page 8 of 63
Page 9 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Scope of Work:
Site Address:407 LONGMIRE ST. NW, YELM, WA 98597
Design Loads:
Roof Dead load = 19 psf Includes 4psf Solar
Snow load = 25 psf
IS = 1.0
Wall Dead Load = 12 psf
Floor Dead Load = 15 psf
Live Load = 40 psf
Partition = 10 psf
Conc. Dead Load = 150 pcf
Allowable Soil Bearing = 1,500 psf (Assumed)
Lateral Forces per the 2021 IBC/ASCE 7-16
Wind:VLRFD =100 Mph
VASD =80Mph
Occupancy Cat. II
Exposure = B
Roof Pitch = 4/12
Seismic:Ss = 1.292
S1 =0.466
IE =1.0
Fa = 1.200
Fv = 1.841
SDs =1.034
SD1 =0.572
Wood Sheathed Shear Walls R= 6.5
Cs =SDs/(R/I)
ρ = 1.3
VLRFD=0.207 W
VAsD=0.145 W
Soil:= 1500 PSF, Bearing Capacity
35 PCF, Active Pressure
250 PCF, Passive Pressure
0.45 Coefficient of Friction
Structural calculations for the lateral for a two-story wood framed townhome located in
Tumwater, WA.
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Page 10 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Seismic Analysis
2021 IBC / ASCE7-16
Risk Category II
Site Class D (Default)
CS Max (Per ASCE 7-16 Section 11.4.8)
SS =1.29 Ts =0.553345
Fa =1.20 1.5Ts=0.830017
1.5504
1.034
D
D
Ct = 0.02 All other structural systems
x = 0.75
hn = 21.5
R = 6.5 Bearing Wall System w/ wood structural panels
IE =1.0
0.200
k = 1.0
ρ = 1.3
0.207
0.441
0.045
0.207 W
0.145 W (0.7E)
Short Period
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
CSmax = SD1/(TR/I) =
SMS = Fa SS =
Seismic Design Category =
0.7V = 0.7CSW =
Csmin = 0.044SDSI =
T = Ta = Cthn
x =
CS = SDS/(R/I) =
V = CSW =
Seismic Design Category =
SDS = (2/3)SMS =
Page 11 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Seismic Weight Criteria
Roof Area = 1411 SF W for Roof = 19 PSF
2nd Flr/Low Roof Area = 1622 SF W for 2nd Flr = 15 PSF
Main Floor Area = 0 SF W for Main Flr = 0 PSF
LFof 2nd Flr Walls = 291 LF Plate Ht at Roof = 19 FT
LFof Main Flr walls = 420 LF Plate Ht at 2nd Flr = 9 FT
LFof DL Base Walls = 0 LF Plate Ht at Main Flr = 0 FT
Wall Ht to Roof = 8 FT W wall = 12 PSF
Wall Ht to 2nd Flr = 9 FT
Wall Ht to Main Flr = 0 FT
Seismic Weight Per Level Seismic Load Per Level
Wt Roof 26809 #
Wt Walls 13968 #
Sum 40777 #
VRoof =9965 #
Wt Walls 13968 #
Wt 2nd Flr 24330 #
Wt Walls 22680 #
Sum 60978 #
V2nd Flr =4790 #
Wt Walls 0 #
Wt Main Flr 0 #
Wt Walls 0 #
Sum 0 #
VMain Flr =0 #
Total Wt = 101755 #
0.7V = 14754 #
0.7VTotal =14754 #
Diaphragm Design Forces
FpRoof =5913 Fpmax =11801 Fpmin =5901
Fp2nd Flr =8841.81 Fpmax =17647.52 Fpmin =8823.761
FpMain Flr =0 Fpmax =0 Fpmin =0
MC SQUARED, INC.
FAX (360) 352-2044
OLYMPIA, WASHINGTON 98506
(360) 754-9339
Page 12 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Wind Analysis 2021 IBC/ASCE 7-16
VLRFD = 100 Mph
Exp = B
MR Ht = 26.33
λ = 1.00 (ASCE 7-16 Table, Figure 28.5-1)
Main Wind Force Resisting System
Ps = lPs30
Ps30 (Figure 28.5-1)
Wind Roof Load
Speed Pitch Case A B C D E F G H
100 Mph Flat 1 15.9 -8.2 10.5 -4.9 19.1 -10.8 -13.3 -8.4
Ps 15.9 -8.2 10.5 -4.9 19.1 -10.8 -13.3 -8.4
Ps min = 10.0 Ps 15.90 10.00 10.50 10.00 19.10 -10.80 -13.30 10.00
Pitch Case A B C D E F G H
2:12 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9
Ps 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9
Ps min = 10.0 Ps 17.90 10.00 11.90 10.00 -19.10 -11.60 -13.30 10.00
Pitch Case A B C D E F G H
3:12 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -10.1
Ps 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -10.1
Ps min = 10.0 Ps 19.90 10.00 13.30 10.00 -19.10 -12.40 -13.30 -10.10
Pitch Case A B C D E F G H
4:12 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1
Ps 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1
Ps min =10.0 Ps 22.00 10.00 14.60 10.00 -19.10 -13.30 -13.30 -10.10
Pitch Case A B C D E F G H
6:12 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7
Ps 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7
Ps min = 10.0 Ps 19.90 10.00 14.40 10.00 10.00 -12.00 10.00 10.00
Pitch Case A B C D E F G H
7/12:12 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3
2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8
Ps 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8
Ps min = 10.0 Ps 17.80 12.20 14.20 10.00 10.00 10.00 10.00 10.00
Horizontal Pressures Vertical Pressures
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Page 13 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Use: 19.90 psf for Areas A and B for LRFD
Use: 14.40 psf for Areas C and D for LRFD
Use: 19.90*0.6= 11.94 psf for Areas A and B for ASD Design
Use: 14.40*0.6= 8.64 psf for Areas C and D for ASD Design
0.4H = 10.532
Least width = 35.5 0.1L = 3.55
Min a = 3
a = 3.55
2a = 7.1 Use: 7.1 FT
Wind Criteria for Front/Back (Between 1-3)
Upper Roof Ht at Front/Back= 8 FT Lower Roof Ht at Front/Back= 0 FT
Wall Ht to Roof = 8 FT Length of Wall at Upper Roof= 35.5 LF
Wall Ht to 2nd Flr/Low Roof = 9 FT Length of Wall at 2nd Flr = 35.5 LF
Wall Ht to Main Flr = 0 FT Length of Wall at Main Flr = 0 LF
Length of Wall at Low Roof = 0 LF
Wind to Upper Roof Length of wall Wind Load
11.9(8.0+8.0/2)= 143.3 PLF 7.1 FT 1017 #
8.6(8.0+8.0/2)= 103.7 PLF 28.4 FT 2945 #
Sum = 3962 #
Wind to Lower Roof Length of wall Wind Load
11.9(0.0+9.0/2)= 53.7 PLF 0 FT 0 #
8.6(0.0+9.0/2)= 38.9 PLF 0 FT 0 #
Sum = 0 #
Wind to 2nd Floor Length of wall Wind Load
11.9(8.0/2+1+9.0/2)= 113 PLF 7.1 FT 805.353 #
8.6(8.0/2+1+9.0/2)= 82 PLF 28.4 FT 2331.07 #
Sum = 3136.43 #
Wind to Main Floor Length of wall Wind Load
0 0 PLF 0 FT 0 #
0 0 PLF 0 FT 0 #
Sum = 0 #
Wind to Deck Length of Deck Wind Load
11.9( 0 ) = 0 PLF 0 FT 0 #
Wind to Covered Porch Length of Roof Wind Load
11.9( 0 ) = 0 PLF 0 FT 0 #
Sum to Front /Back =7098 #
(360) 754-9339
FAX (360) 352-2044
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
Page 14 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
0.4H = 10.532
Least width = 38 0.1L = 3.8
Min a = 3
a = 3.8
2a = 7.6 Use: 7.6 FT
Upper Roof Ht at Sides = 4 FT Lower Roof Ht at Sides = 0 FT
Wall Ht to Roof = 8 FT Length of Wall at Upper Roof= 38 LF
Wall Ht to 2nd Flr/Low Roof = 9 FT Length of Wall at 2nd Flr = 50 LF
Wall Ht to Main Flr = 0 FT Length of Wall at Main Flr = 0 LF
Length of Wall at Low Roof = 0 LF
Wind Criteria for Sides (Between A-D)
Wind to Upper Roof Length of wall Wind Load
11.9(4.0+8.0/2)= 95.5 PLF 7.6 FT 726 #
8.6(4.0+8.0/2)= 69.1 PLF 30.4 FT 2101 #
Sum = 2827 #
Wind to Lower Roof Length of wall Wind Load
11.9(0.0+9.0/2)= 53.7 PLF 0 FT 0 #
8.6(0.0+9.0/2)= 38.88 PLF 0 FT 0 #
Sum = 0 #
Wind to 2nd Floor Length of wall Wind Load
11.9(8.0/2+1+9.0/2)= 113.43 PLF 7.6 FT 862.068 #
8.6(8.0/2+1+9.0/2)= 82.08 PLF 42.4 FT 3480.19 #
Sum = 4342.26 #
Wind to Main Floor Length of wall Wind Load
0 0 PLF 0 FT 0 #
0 0 PLF 0 FT 0 #
Sum = 0 #
Wind to Deck Length of Deck Wind Load
11.9( 0 ) = 0 PLF 0 FT 0 #
Wind to Covered Porch Length of Roof Wind Load
11.9( 0 ) = 0.0 PLF 0 FT 0 #
Sum to Sides =7169 #
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Page 15 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Roof Diaphragms (Wind)
Line WPLF L B V v M C=T
1 - 2 112 18 38 990 26 4395 116 #
2 - 3 112 18 50 990 20 4395 88 #
A - C 74 38 18 1414 79 13429 746 #
B - D 74 38 18 1414 79 13429 746 #
Roof Diaphragms (Seismic)
Line WPLF L B V v M C=T
1 - 2 242 18 38 2151 57 9547 251 #
2 - 3 319 18 50 2831 57 12562 251 #
A - C 131 38 18 2491 138 23666 1315 #
B - D 131 38 18 2491 138 23666 1315 #
Use 7/16" Plywood w/8d's @ 6" O.C.
Top plate okay by inspection
Floor Diaphragms (Wind)
Line WPLF L B V v M C=T
1 - 2 88 18 38 784 21 3479 92 #
2 - 3 88 18 50 784 16 3479 70 #
A - C 87 38 18 1650 92 15676 871 #
A - B 87 12 18 521 29 1563 87 #
B - D 87 38 18 1650 92 15676 871 #
Floor Diaphragms (Seismic)
Line WPLF L B V v M C=T
1 - 2 117 18 38 1034 27 4589 121 #
2 - 3 153 18 50 1361 27 6038 121 #
A - C 54 38 18 1034 57 9824 546 #
A - B 54 12 18 327 18 980 54 #
B - D 54 38 18 1034 57 9824 546 #
Use 3/4" Plywood w/10d's @ 6" O.C.
Top plate okay by inspection
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Page 16 of 63
Job: YELM TOWNHOMES #2023-0005
Date: May-25 By: JMC
Sheet: Page of
Loads to Lines (Wind)
Line Roof Roof Sub Floor Redistribution Sub Total
1 990 990 784 - 1775 7098 #
2 990+990 1981 784+784 - 3549
3 990 990 784 - 1775
A 1414 1414 1650+521 - 3585 13297 #
B 1414 1414 521+1650 - 3585
C 1414 1414 1650 - 3064
D 1414 1414 1650 - 3064
Loads to Lines (Seismic)
Line Roof Roof Sub Floor Redistribution Sub Total
1 2151 2151 1034 - 3186 14754 #
2 2151+2831 4982 1034+1361 - 7377
3 2831 2831 1361 - 4192
A 2491 2491 1034+327 - 3852 14754 #
B 2491 2491 327+1034 -3852
C 2491 2491 1034 -3525
D 2491 2491 1034 - 3525
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Due to Wind Blockage Sum Lines A-D = 13297# - (2)(1414#)-(2)(1650#) = 7169#
NOTE: EACH UNIT DESIGNED TO WITHSTAND FULL WIND & SEISMIC IN A-D DIRECTION
TO BE CONSERVATIVE
Page 17 of 63
Page 18 of 63
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Page 21 of 63
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