HomeMy WebLinkAbout817 Madeline St Technical - Buildingr JV3JXJJ3tL
2003 IBC LATERAL ANALYSIS ONLY
FOR. REALITY HOMES
PLAN. MACARTY2262
SITE CRITERIA
SINGLE USE ONLY
THIS ENGINEERING IS SITE SPECIFIC
DO NOT ACCEPT WITHOUT AN ORIGINAL RED SEAL
Copyright 2006 Hodge Engineering Inc.
SHEET
Cover 05 -16 -06
DATE
GROUND WIND
SNOW SPEED
LOAD (MP1)
130 Per 185 MPH
EXPOSURE SEISMIC SOIL
DESIGN PROFILE
CATEGORY
SITE
XXX MADELINE ST
PORT ANGELES WA 98363
PLAN NUMBER
MACARTY2262
2003 IBC
D I D
ORIGINAL STAMP MUST
BE RED TO BE VALID
Hodg To
2 Jo AsNW.
Harbor WA
Ybois. (2 3)e
engineering inc Fax .(2 3) 8
RESIDENTIAL
ENGINEERING
REPORT 6.0576
Hodge
ngineerinq inc
Engineering Instructions and Notes
All structural members are shown on the engineering S pages. The enclosed engineering calculations
document the analysis used to determine the structural members of the S pages. The engineering
calculations are not required to be referenced for construction
Contractor shall verify all notes, dimensions and conditions prior to construction. Contractor shall provide
temporary bracing as required until all permanent connections have been installed. Engineer and
designer shall be notified by the contractor of any discrepancies at the time they are noted
(IBC 2301.2) There are three methods for the design of wood based structural elements. These methods
are allowable stress design (ASD) load and resistance factor design (LFRD) and conventional light
frame wood construction This engineering uses allowable stress design in accordance with the
provisions of Sections 2304 (General Construction Requirements) 2305 (General Design Requirements
for Lateral- Force Resisting Systems) and 2306 (Allowable Stress Design) of the 2003 IBC The
provisions of conventional light -frame wood construction (IBC 2308) do not apply unless noted otherwise
This engineering report contains the results of the lateral engineering calculations (and gravity load if
noted) for the proposed structure Lateral load modeling was completed with Wood Works Design Office
(www.woodworks- software.com 800 844 -1275) Wood Works was developed based on the American
Forest Paper Association s National Design Specification (NDS) for Wood Construction The AF &PA is
the same professional organization that produces the Allowable Stress Design (ASD) manual for
engineered wood construction National Design Specification (NDS) for wood construction Wood Frame
Construction Manual (WFCM) for one -and two family dwellings and the Load and Resistance Factor
Design (LFRD) manual for engineered wood construction
Gravity load calculations (if completed) were accomplished on Wood Works Sizer wood database to
determine member size Any member to member connections that are not common are detailed on the
prints.
Scone of Services: Hodge Engineering Inc. provides engineering to resist lateral loads (and gravity if
noted) in accordance with the 2003 IBC This engineering is for the structure and foundation only
Foundations are engineered to support the structure with an assumed 1500 psf soil bearing No soils
report has been provided to Hodge Engineering Inc. unless specifically noted on the engineering S
sheets. Special foundations for steeply sloped lots or with poor soil bearing are not provided unless
noted otherwise It is the client's responsibility to notify the engineer about special site conditions. Gentle
slopes not requiring a geotechnical report by the jurisdiction are accommodated by the step footing and
pony wall details of the S sheets.
Architectural Revision. The architectural plans are used as the basis for engineering The architectural
plans usually do not meet all engineering criteria and require modification It is the client's responsibility
to identify these changes on the engineering plans and to notify their architect and get any plan changes
necessary prior to start of work. Changes may include additional foundations or footings, beam size
changes, siding changes etc.
Where required'by the building official the classification and investigation of the soil shall be made by a
registered,.design professional.;( 1802.1) Site grading The ground immediately adjacent to the foundation
shall be sloped aWay'from the building at a slope of not less than 5 percent for a minimum of 10 feet
(1803.3) Compacted filimaterial shall not be used unless allowed by a soils engineering report (1803 5)
Hodge Engineering, Inc.
John E. Iiodge P E
2601 Jahn Ave NIA Ste. Al
Gig Harbor W A 98; I N E ST
(253) 57-73'61 I LES 98363
2 of 11
Hodg engineering i nc
Materials
Lumber shall conform to DOC PS 20
Manufactured I- Joists shall conform to ASTM 5055
Structural glued laminated timber shall conform to AITC A190 1 and ASTM D 3737
Preservative- treated wood shall conform to applicable AWPA standards
Trusses, truss drawings and truss engineering shall be provided by the manufacturer Metal plate
connected Wood trusses shall be manufactured as required by TPI 1
Floor and roof sheathing shall be per IBC tables of section 2304
Fastening shall be per the 2003 IBC fastening schedule table 2304 9 1
Plywood APA Rated
Roof 15/32 CDX or OSB PI 24/0
Floor T &G CDX or OSB PI 48/24
Concrete
Minimum specified compressive 28 strength (Table 1904.2.2(2)) Air entrainment per 1904.2.1
2,500 psi for basement walls and foundations not exposed to the weather damp proof walls below grade
2,500 psi for slabs and interior slabs on grade except garage floor slabs
3 000 psi for vertical concrete surfaces exposed to the weather
3 000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to
the weather and garage floor slabs.
Reinforcina Steel ASTM A -615 Grade 40 for #4 and smaller
ASTM A -615 Grade 60 for #5 and larger
CODE CRITERIA
Building Codes 2003 International Building
Seismic Zone D
Response Mod Factor 6 5
Soil Profile D
Wind Zone Speed and Exposure on,engineering calculation cover and S sheets
Design ASD ASCE 7
SOILS CRITERIA
Soils Consultant
Soils Report
Bearing Pressure
Bearing Depth
Minimum uniformly distributed
Attics with Storage
Attics without Storage
Decks
Exterior Balconies
Fire Escapes
Guardrails and Handrails
Guardrails in -fill Components
Passenger Vehicle Garages
Rooms other than.Sleeping Rooms.
Sleeping Rooms'
Stairs
None provided by builder unless noted on S sheets
If provided to Hodge Engineering report will be noted on S sheets
1500 psf assumed unless noted otherwise
12'
Live Loads
20 psf
10 psf
40 psf
60 psf
40 psf
200 psf
50 psf
50 psf
40 psf
30 psf
40 psf
4.24 06
I -Iodge Engineering, Inc.
John E. Bodge P E.
2601 Jahn Ave NW Ste. Al
Gig Harbor WA g INE ST
857 -7f ��R LEE 98363
3 of 11
Lateral Analysis.wsw
Level 1 of 2
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks ®Shearwalls 2004b May 8, 2006 15:31:37
1
C -2
r-i•"- 7
C -3
B_1 B-2
A -1
111111•116
72:5'
70'
67.5'
65'
62.5'
60'
57:5'
55'
52.5'
50'
47.5'
45'
42.5'
40'
37.5'
35'
32.5'
30'
27.5'
25'
22.5'
20'
17.5'
15'
12.5'
10'
7
5'
2.5'
•0'
1 I I I
15'12.5' -1 7.5' 5' -2.5' 0' 2.5' 6' 7j5' 10'12.5'15'17.5'20'22.5'25' 275'30'32. 5'35'37.5'40' 5 55 57 5 60 62.5 65 67.5'70'
2:5'
5'
7.5'
10'
12.5'
15'
XXX MADELINE ST
PORT ANGELES WA 98363
4 of 11
Lateral Analysis.wsw
Level 2 of 2
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
Wood Works® Shearwalls 2004b May 8, 2006 15:31:37
r,- I c -1
N
B -1
67:5'
65'
62.5'
60'
57:5'
55'
52.5'
50'
47 5'
45'
42:5'
40'
37.5'
35'
32.5'
30'
27:5'
25'
22.5'
20'
17'5'
15'
12.5'
10'
7:5'
5'
2.5'
0
0• 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27 5' 30' 32.5' 35' 37.5' 4b' 42.5' 45' 47.5' 50' 52.5' 55'
XXX MADELINE ST
PORT ANGELES WA 98363
5 of 11
Lateral Analysis.wsr
WoodWorks® Shearwalls
COMPANY AND PROJECT INFORMATION
Company
Hodge Engineering Inc
2601 Jahn Ave NW
Suite A 1
Gig Harbor, WA 98335
DESIGN SETTINGS
Design Code
IBC 2003
Duration
Factor
1 60
Plywood
Wind Seismic
3 5 3 5
SITE INFORMATION
IBC Occupancy
Category II All others
Wind
ASCE 7 general analytic method for all bldgs
Design Wind Speed
Exposure
Enclosure
Shape
Site Location:
TG =100F
Shearwall Relative Rigidity
Hold -down Forces:
Seismic Materials:
85mph
Exposure B
Enclosed
Topographic Information [ft]
Height
WoodWorks® Shearwalls 2004b
Dry
Project Information
I Protect
2262 Merriwood
2003 IBC
Exposure B
Siesmic Zone D
Wind Capacity Increase Load Combinations
Shear C &C Panels 0 70 Seismic
1 40 1 60 1 00 Wind
Nail Withdrawal Modification
Temperature Moisture Content
Range Fabrication Service
SOFTWARE FOR WOOD DESIGN
Wind Standard Seismic Standard
ASCE -7 ASCE -7
Dry
Maximum Height -to -width Ratio
Fiberboard Lumber
Wind
Seismic
Designed capacity using flexible distribution
Based on applied shearline force
Ignore gypsum for exterior walls
Building Code Capacity Reduction
Wind Seismic
1 00 1 00
Max Shearwall Offset [ft]
Plan Elevation
(within story) (between stories)
4 00 3 33
Blocked
May 16, 2006 13.51 10
Gypsum
Unblocked
ASCE -7 Equivalent
Category II All others
Seismic
ASCE 7 equivalent lateral force procedure
Use Group I
Design Category D
Site Profile Class D
Spectral Response Acceleration
Length S1 0 600g Ss:1 400g
Fundamental Period E -W
T Used 0 160s
Approximate Ta 0 160s
Maximum T 0 192s
I Response Factor R 6 50
N -S
0 160s
0 160s
0 192s
6 50
XXX MADELINE ST
PORT ANGELES WA 98363
6 of 11
WoodWorks® Shearwalls
Structural Data
STORY INFORMATION
1 1 Story Floor /Ceiling Wall
Elev [ft] Depth fin] Height [ft]
Ceiling 19 67 0 0
Level2 11 67 10 0 8 00
Level1 2 83 10 0 8 00
Foundation 2 00
Lateral Analysis.wsr May 16, 2006 13'51 10
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ftg I Face Type Slope Overhang [ft]
Block 1 2 Story E -W Ridge
Location X,Y 0 00 22 00 North Side 30 0 1 00
Extent X,Y 52 00 29 50 South Side 30 0 1 00
Ridge Y Location, Offset 36 75 0 00 East Gable 90 0 1 00
Ridge Elevation, Height 28 18 8 52 West Gable 90 0 1 00
Block 2 1 Story N -S Ridge
Location X,Y 30 25 0 25 North Joined 90 0 1 00
Extent X,Y 21 75 22 00 South Gable 90 0 1 00
Ridge X Location, Offset 41 13 0 00 East Side 30 0 1 00
Ridge Elevation, Height 17 95 6 28 West Side 30 0 1 00
XXX MADELINE ST
PORT ANGELES WA 98363
7 of 11
WoodWorks® Shearwalls
Lateral Analysis.wsr May 16, 2006 13.51 10
MATERIALS by WALL GROUP
Wall I Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply
Grp Surf Material Thick Orient I Size Type Edq Fld I Blkq Species G Spc I Notes
1 Ext SS incl OSB 7/16 Vert Bd Nail 4 8 yes Hem -Fir 0 43 16 1 3
2 Ext SS incl OSB 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0 43 16 1 3
Notes.
1 Capacity has been reduced according to IBC specific gravity adjustment.
3. Shear capacity for current design has been increased to the value for 15/32' sheathing with same nailing because stud spacing is 16' max. or
panel orientation is horizontal.
XXX MADELINE ST
PORT ANGELES WA 98363
8 of 11
WoodWorks® Shearwalls Lateral Analysis.wsr May 16, 2006 13.51 10
SHEARLINE, WALL and OPENING DIMENSIONS
North -South Type Wall Location Extent [ft] Length FHS Height
Shearlines Group(s) X rftl Start End rftl Eftl (ft]
Line 1
Level 1
Line 1 Level 1 Seg 1 0 00 22 00 52 00 30 00 25 00 8 00
Wall 1 -1 Seg 1 0 00 22 00 52 00 30 00 25 00
Opening 1 25 75 30 75 5 00 6 75
Line 2
Level 2
Line 2 Level 2 Seg 1 14 50 22 00 52 00 30 00 30 00 8 00
Wall 2 -1 Seg 1 14 50 22 00 52 00 30 00 30 00
Level 1
Line 2 Level 1 NSW 14 50 22 00 53 00 31 00 0 00 8 00
Wall 2 -1 NSW 15 75 52 00 53 00 1 00 0 00
Line 3
Level 1
Line 3 Level 1 NSW 24 75 52 00 53 00 1 00 0 00 8 00
Wall 3 -1 NSW 24 75 52 00 53 00 1 00 0 00
Line 4
Level 1
Line 4 Level 1 Seg 1 30 00 0 00 52 00 52 00 22 00 8 00
Wall 4 -1 Seg 1 30 00 0 00 22 00 22 00 22 00
Line 5
Level 2
Line 5 Level 2 Seg 2 38 50 22 00 52 00 30 00 30 00 8 00
Wall 5 -1 Seg 2 38 50 22 00 52 00 30 00 30 00
Line 6
Level 1
Line 6 Level 1 Seg 1 52 00 0 00 52 00 52 00 49 00 8 00
Wall 6 -1 Seg 1 52 00 0 00 52 00 52 00 49 00
Opening 1 18 00 21 00 3 00 6 75
East -West Type Wall Location Extent [ft] Length FHS Height
Shearlines Group(s) Y Eftl Start End rftl Eft] Eftl
Line A
Level 1
Line A, Level 1 Seg 1 0 00 30 00 52 00 22 00 6 00 8 00
Wall A -1 Seg 1 0 00 30 00 52 00 22 00 6 00
opening 1 33 00 49 00 16 00 6 75
Line B
Level 2
Line B Level 2 Seg 1 22 00 14 50 38 50 24 00 14 00 8 00
Wall B -1 Seg 1 22 00 14 50 38 50 24 00 14 00
Opening 1 17 50 22 50 5 00 6 75
Opening 2 30 50 35 50 5 00 6 75
Level 1
Line B Level 1 Seg 1 22 00 0 00 52 00 52 00 32 50 8 00
Wall B -1 Seg 1 22 00 0 00 30 00 30 00 17 00
Opening 1 2 75 7 75 5 00 6 75
Opening 2 10 50 13 50 3 00 6 75
Opening 3 20 25 25 25 5 00 6 75
Wall B -2 Seg 1 22 00 36 50 52 00 15 50 15 50
Line C
Level 2
Line C Level 2 Seg 1 52 00 14 50 38 50 24 00 16 00 8 00
Wall C -1 Seg 1 52 00 14 50 38 50 24 00 16 00
Opening 1 18 50 22 50 4 00 6 75
Opening 2 29 50 33 50 4 00 6 75
Level 1
Line C Level 1 Seg 1 52 17 0 00 52 00 52 00 26 00 8 00
Wall C -1 Seg 1 52 00 0 00 15 75 15 75 11 75
Opening 1 4 50 8 50 4 00 6 75
Wall C -3 Seg 1 52 00 24 75 52 00 27 25 14 25
Opening 1 26 75 31 75 5 00 6 75
Opening 2 41 50 47 50 6 00 6 75
Wall C -2 Seg 1 53 00 15 75 24 75 9 00 0 00
Opening 1 17 75 22 75 5 00 6 75
XXX MADELINE ST
PORT ANGELES WA 98363
9 of 11
WoodWorks® Shearwalls Lateral Analysis.wsr May 16, 2006 13.51 10
Flexible Diaphragm Wind Design
SHEAR RESULTS
North -South W For Shear Force [pit] Allowable Shear [pH] Crit.
Shearlines Gp Dir Ld. Case V [Ibs] V/L V /FHS Int Ext Co C Total V [Ibs] ResD.
Line 1
Level 1
Lnl Levl 1 Both 2573 85 8 102 9 495 1 00 S 495 12369 0 21
Line 2
Level 2
Ln2 Lev2 1 Both 2277 75 9 75 9 495 1 00 S 495 14843 0 15
Line 4
Level 1
Ln4 Levl 1 S >N 5088 97 8 231 3 495 1 00 S 495 10885 0 47
1 N ->S 5009 96 3 227 7 495 1 00 S 495 10885 0 46
Line 5
Level 2
Ln5 Lev2 2 Both 2213 73 8 73 8 495 1 00 S 495 14843 0 15
Line 6
Level 1
Ln6 Levl 1 S >N 2092 40 2 42 7 495 1 00 S 495 24243 0 09
1 N ->S 2011 38 7 41 0 495 1 00 S 495 24243 0 08
East -West W For Shear Force [pH] Allowable Shear [Of] Crit.
Shearlines Gp Dir Ld. Case V [Ibs] V/L V /FHS Int Ext Co C Total V Fibs] Resp.
Line A
Level 1
LnA, Levl 1 Both 1389 63 1 231 5 495 1 00 S 495 2969 0 47
Line B
Level 2
LnB Lev2 1 Both 1207 50 3 86 2 495 1 00 S 495 6927 0 17
Level 1
LnB Levl 1 Both 3801 73 1 116 9 495 1 00 S 495 16080 0 24
Wall B -1 1 Both 1988 73 1 116 9 495 1 00 495 8411 0 24
Wall B -2 1 Both 1813 73 1 116 9 495 1 00 495 7669 0 24
Line C
Level 2
LnC Lev2 1 Both 1186 49 4 74 1 495 1 00 S 495 7916 0 15
Level 1
LnC Levl 1 Both 2479 47 7 95 4 495 1 00 S 495 12864 0 19
Wall C -1 1 Both 1120 47 7 95 4 495 1 00 495 5813 0 19
Wall C -3 1 Both 1359 47 7 95 4 495 1 00 495 7050 0 19
Wall C -2 1 Both 47 7 495 1 00 495 0 0
C- Sheathing Combination. A- Add capacities; S- Strongest only X Strongest or twice weakest.
XXX MADELINE ST
PORT ANGELES WA 98363
10 of 11
WoodWorks® Shearwalls
SEISMIC INFORMATION
Mass fibs] rsa.ftl I E-W Shear [IN I E -W Ratio Rmax
N S I E W liability Factor p S
Vertical Earthquake Load Ev 0.2 Sds D; Sds 0 93; Ev 0.19 D
Flexible Diaphragm Seismic Design
Level2 36600 720 6944 6944 0 362 0 169 -0 06 -2 41
Level1 43492 2053 4556 4556 0 161 0 238 -0 74 0 14
Structure 80092 11500 11500 1 00 1 00
SHEAR RESULTS
North -South W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit.
Shearlines Gp Dir Int Ext V ribs] V/L V /FHS Int Ext Co C Total V fibs] Resp.
Line 1
Level 1
Lnl Levl 1 Both 1 0 94 1854 61 8 74 2 331 1 00 S 331 8752 0 22
Line 2
Level 2
Ln2 Lev2 1 Both 1 0 1 0 2467 82 2 82 2 353 1 00 S 353 10602 0 23
Line 4
Level 1
Ln4 Levl 1 Both 1 0 1 0 4212 81 0 191 4 353 1 00 S 353 7775 0 54
Line 5
Level 2
Ln5 Lev2 2 Both 1 0 1 0 2394 79 8 79 8 353 1 00 S 353 10602 0 23
Line 6
Level 1
Ln6 Levl 1 Both 1 0 1 0 1985 38 2 40 5 353 1 00 S 353 17317 0 11
East -West W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit.
Shearlines Gp Dir Int Ext V [Ibs] V/L V /FHS Int Ext Co C Total V ribs] Resp.
Line A
Level 1
LnA, Levl 1 Both 1 0 75 689 31 1 113 9 265 1 00 S 265 1590 0 43
Line B
Level 2
LnB Lev2 1 Both 1 0 75 2465 102 7 176 1 265 1 00 S 265 4418 0 66
Level 1
LnB Levl 1 Both 1 0 69 3992 76 8 122 8 243 1 00 S 243 10878 0 51
Wall B -1 1 Both 1 0 69 2088 76 8 122 8 243 1 00 243 5400 0 51
Wall 8-2 1 Both 1 0 1 0 1904 76 8 122 8 353 1 00 353 5478 0 35
Line C
Level 2
LnC Lev2 1 Both 1 0 1 0 2396 99 8 199 8 353 1 00 S 353 5659 0 42
Level 1
LnC Levl 1 Both 1 0 1 0 3375 64 9 129 8 353 1 00 S 353 9188 0 37
Wall C -1 1 Both 1 0 1 0 1525 69 9 129 8 353 1 00 353 4152 0 37
Wall C -3 1 Both 1 0 1 0 1850 64 9 129 8 353 1 00 353 5036 0 37
Wall C -2 1 Both 1 0 1 0 64 9 353 1 00 353 0 0
C- Sheathing Combination A- Add capacities; S- Strongest only X Strongest or twice weakest.
Lateral Analysis.wsr May 16, 2006 13 51 10
XXX MADELINE ST
PORT ANGELES WA 98363
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Hodge
engineering Inc
*Company
*Contact:
*Hodge Engineering Proj
Architect Plan
*Site Address. 92 West Road
Washouqhal, WA 98671
Items with are required
Reality Homes, Inc.
Jared Baehmer
6 388
Pelky, Howard
*Phone
Fax:
Mobile
Email Address
Please complete the information below, sign this request form, and fax to
Jared at 253 423 -2070
Client Request for Engineering Support
253 722 2268
Hodge use only
of e ues yam. rt"
Cii'ent;liifor ton
'.Proiect information
Description of Problem
County is requiring a ground snow load of 72Ibs The roof is already done at 50 lbs. Please call
the county if you have questions Terry Midland 509 427 3919 midland @co skamania.wa.us
Engineering Requested (check)
Plan Modification Construction Error 0) Engineering Error Other
Request Via (check)
g Phone Meeting n Fax ED Other
I authorize the above requested work and associated charges
Client Signature (ok to start Work)
See Attached (check)
g YES NO
2601 Jahn Ave NW Suite Al Gig Harbor WA 98335
Te1 253 -857 7055 Fax: 253 857 -7599
www.hodaeenaineerina.com