Specifications (5) McDi-zoo -00044
11-1031 '(/Qli'kd Lh
DIAMOND ENGINEERING, LLC
P.O.Box 513,West Linn Oregon 97068
Phone:971-235-4301 -- email:diamondengineer@msn.com
RECEIVED
Calculations For: APR 15 2019
Lateral Analysis Only BCS Y OF TIGARD
DIVISION
Single Family Residence
Fern Ridge Lot 2
Beaverton, Oregon 97005
0PRs
January 21, 2019 ��(�1NF��
05:I
Client: • AL 4"�,.,,
Bella Terra Homes O 111;
GREG s q
P.O.Box 25571 '� Z .13 1q O
Portland,Oregon 97298 .7Q K. G0
Exphs ? 1?
Job Number:
David KDigitally signed
byDavid K
/� Gorton
1900!7 Gorton Date:2019.01.21
12:37:48-08'00'
Index to Calculations
Item Sheet
Design Criteria D 1 —D2
Lateral Analysis L I —L7
The attached'wet stamp'covers all work performed by Diamond Engineering LLC.The scope of work
includes the building lateral analysis design only. All the gravity resisting system are performed by
others.
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Calc Cover 19007.doc 1/2112019
DIAMOND ENGINEERING, LLC
P.O.Box 513—West Linn,Oregon 97068
Phone:971-235-4301 — email:diamondengineer@msn.com
DESIGN CRITERIA
Project Name: Bella Terra Homes
Fern Ridge Lot 2
Beaverton,Oregon 97005
Job Number: 19007
Code
Compliance with the 2017 IBC Oregon Structural Specialty Code.
Compliance with the ASCE/SEI 7-10
•
Live Loads
Roof: psf
Snow Load- reducible for pitch 25
Roof Live Load: (IBC Table 16C)
Flat to less than 4/12 pitch,reducible for area 20
4/12 to less than 12/12 pitch,reducible for area 16
12/12 pitch or greater 12
floor: (IBC Table 1607.1) psf
Residential 40
Residential Sleeping Areas 30
Residential Balconies< 100 sq.ft. 60
Residential Balconies> 100 sq.ft. 100
Residential Attic 10
Residential Attic Storage 20
Residential Habitable attics 30
Special:
Handrails (IBC 1607.7) 50 plf
or 200#
Vehicle load (IBC Table 1607.1,Sect. 1607.6)
Private vehicle storage 40 psf
Passenger Vehicle,wheels spaced at 5'o.c.
Acting on 20 in2 (4.5"X 4.5") 3000#
Parking Lot load (AASHTO 5.5.2)
Equivalent surcharge applied to soil 250 psf
Wind Loads
Simplified Wind Load Method(ASCE 7-10)
120 MPH 3 SEC GUST—EXPOSURE
Seismic Loads
Residential Seismic Design Category=DI
Residential Site Value=2/3 x Fa x Ss=73.0%g
Soil Factor for Site Class D—Fa= 1.103
Short Period Map Value—Ss=99.2%g
Dead Loads
Job# 19007 1/21/2019 Page D I
DESIGN CRITERIA 19007.doc/REV 11-7-00
DIAMOND ENGINEERING, LLC
P.O.Box 513-West Linn,Oregon 97068
Phone:971-235-4301 - email:diamondengineer@msn.com
Note: Dead Loads do not include the weight of mechanical units or other equipment unless specifically
noted here and/or on the structural drawings.
Built Up Roof: psf
Built up roofing 4.4
5/8 in.plywood sheathing 1.8
5/8 in.O.S.B. 1.8
R-30 insulation 3.0
TJI's at 24 in.o.c. 1.5
Mfg.wood trusses at 24 in.o.c. 1.5
Mfg.light gauge trusses at 24 in.o.c. 1.5
1/2 ini gyp board ceiling 2.2
Mechanical,electrical,and plumbing 1.1
Miscellaneous allowance 1.0
Total Roof Dead Load 15.0
Framed Floor: psf
Carpet and pad 2.0
3/4 in.plywood sheathing 3.4
TJI's at 16 in.o.c. - 2.5
2X12's at 16 in.o.c. 2.5
Light gauge joists at 16 in.o.c. 2.5
R-30 insulation 3.0
1/2 in.gyp board ceiling 2.2
Mechanical,electrical,and plumbing 0.9
Miscellaneous allowance 1.0
Total Floor Dead Load 15.0
Walls: Framed w/wood siding psf
Wood siding system 5.0
5/8"gyp board sheet 3.0
2X4's @ 24"o.c. 0.7
2X6's @ 16"o.c. 0.7
6"Light gauge studs @ 16"o.c. 0.7
Insulation, 1"rigid 0.3
Miscellaneous allowance 1.0
Total Wall Dead Load 10.0
Walls: Interior Bearing psf
(2)5/8"gyp board sheets 6.0
2X4's @ 16"o.c. 0.7
4"Light gauge studs @ 16"o.c. 0.7
Mechanical,electrical,and plumbing 2.0
Miscellaneous allowance 1.3
Total Wall Dead Load 10.0
Job# 19007 1/21/2019 Page D 2
DESIGN CRITERIA 19007.doc/REV 11-7-00
ASCE 7-10 - Method 2 - Simplified Wind Procedure
Wind Speed(3 sec Gust): 120 mph Code Lookup
Exposure: B
Importance: 1.00 Cock Lookup
Equivalent Basic Wind Speed 100 mph
Height Adjustment Factor 1.00 Code Lookup
Topographic Effect 1.00 Code Lookup
a: 5.3 ft
Roof Pitch: 4 12 18.43 a: 12.0 ft
Length of Structure: 52.5 ft a:1 5.3 ft
Width of Structure: 53.5 ft a: 2.1 ft
Mean Roof Height: 30 ft a: 3.0 ft
a: 3.0 ft
End Zone 2a:1 10.5 feet
Horizontal Pressures Vertical Pressures
Wall Zones Roof Zones Roof Zones Overhanges
A 31.6 B -8.3 E -27.4 0.0 Eoh 38.4
C 21.1 D -4.6 F -19.1 0.0 Goh , ' -30.1
G -19.1 0.0
H -14.5 0.0
Load Combination 0.6D+0.6W
Front to Back Direction Main Structure
(B) Pr= Z4C-VP)i7o1--(-sj.(t%)*44(3p.(:)1iW(2-L-1) 35 3(•01-z43ai/S141,r' <I,aPc:r
P2= 11r-( ?).40\1 444?(t4,i) : /31 L5(, (01'v.4-6 T7-/ 4-Ls- /3.) Pte-
Site to Side Direction
(B) Pr= 10(-4,5)kli`l("H.lo)f- 3`f(;ko14- /4604,0 r 33;/(4)- Z6t3 35,5-- 51 Pcr
P2= `/(-$1r;)i 107-('31.4)r 4490 2-1.f) = 12`U,or(.ct1 / - 13 7-Pc4
L .
{
ASCE 7-10 SEISMIC ANALYSIS - Simplified Design Procedure
Seismic Design Category D1 Number of Stories F: I _. 1.1
Short Period Map Value,Ss: 96.10% Response Modification Coefficient R: 6.50
1.0 Sec Period Map Value,Sl: 42.40% Importance 1.00
Soil Factor for Site Class D,Fa: 1.116 System Overstrength Factor 3.00
Residentail Site Value Sds: 0.71 Deflection Amplification Factor 4.00
Roof Dead Loads,Pr main house
psf Height 1;1. lbs
Roof: 1- i 9o2 32334
E.Walls: lig 4.S19i 8550
I.Walls: l+a 4. I
7875
48759
Floor Diaphagm,P2 main house
psf I-Ieight
Floor: 15 1902 28530
Roof f ) 8 14586
E.Walls: ? 10.21 tett 19475
I.Walls: 1, 1"> 16625
I 79216
Floor Diaphagm,Pb main house
psf Height A/L
Floor: 1' 1 0
Roof 1` } fi.
E.Walls: 10 0 r} 0
I.Walls: ,,,„‘40,, j ti 0
Simplified Base Shear: V=F*Sds/R*W 15484.6285
Simplified Vertical Distribution: Load Combination 0.6D+0.7E
residence
Story Wx I:x; 1.4 Sidc to Side Front to Back
Pr 4214 .-, 106.7 ;:, 80.3
P2 79216 6846 X3.5 128.0 130.4
Pb 0 0 f).0 0.0 0.0
10/24/2018 Design Maps Summary Report
Design Maps Summary Report
User-Specified Input
Report Title Fern Ridge
Wed October 24, 2018 16;41:04 UTC
Building Code Reference ASCE 7-10 Standard
Document (which utilizes USGS hazard data available in 2008)
Site Coordinates 45.43251°N, 122.82211°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
„i-#E11sbor Porti an d
Beaverton
•
16
•
Lake Oswego
r
" kialatin
Sherwood
; ..r 4r *s oregon Ci
USGS-Provided Output
SS = 0.961 g SMS = 1.072 g SDS = 0.715 g
S1 = 0.424 g SM1 = 0.668 g SD1 = 0.445 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-
targeted) and deterministic ground motions in the direction of maximum horizontal response,
please return to the application and select the "2009 NEHRP" building code reference document.
NICER Response Spectrum Design Response Spectrum
1.10
pa
0.99 Ohs
0/44
an
0.45
3 o . 3
A 0.55 , 0r17
044 033
033 0.31
022 014
0.11 oXffi
0m 040
0.011 0;311 040 0E0 0110 1M 1.27 1.40 140 11111 211 010 0.3) 040 0.W 010.1 1130 1.3. 1,45 lbs 12 4 2J.
Period.T{sect Perms,T t> f
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
3
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