HomeMy WebLinkAboutGeoTech Report for BLD2007-01923 - BLD Engineering / Geo-tech Reports - 1/10/2008 12-11-' 07 15:12 FROM-N,L. OLSON & ASSOC. 360-876-1487 T-787 P01/01 U-306
N.L. LSON
& ASSOCIATES, INC.
Engineering, Planning and Surveying
January 10, 2008 Project Number: 6786-07
Attn: Mr. Norris Suder
13035 151h Avenue SE
Seattle,WA 98126
SUBJECT: Lateral and Gravity Design of Residential Addition
11301 North Shore Road
Belfair,WA
Tax Parcel Number: 32224500031
REFERENCES: GeoResources, LLC
Geotechnical Report
Proposed Residential Remodel
11301 North Shore Road (Lot 17; Div 4)
Mason County,WA
JobNo: suderN.01R; Dated Dec 31,2004
GeoResources, LLC
Geotechnical Report
Proposed Residential Remodel
11301 North Shore Road (Lot 17; Div 4)
Mason County,WA
JobNo: suderN.01R; Dated December 31,2007
Mr. Suder;
I have reviewed the revised Geotechnical Report referenced above and found that the soil and foundation
parameters utilized for our lateral and gravity design are still acceptable.
Sincerely,
Irl a��'
Matthew Zawlocki, P.E.
Project Engineer TO B
E KEPT 1N THE
C.C. Attn: Michael Luke PARCEL FILE
Mason County
Fax: (360)427-7798
P.O, Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755 1282 . Fax: (360) 876-1487
CADocuments and Stitting5kNL 0170n\My Documents\Projects\SudGdMR50n County Letlm.doc
Lateral & Gravity Design
for the
Suder Remodel
11031 North Shore Road
Belfair, WA
for
Norris Suder
13035 15th Ave SE
Seattle, WA 98125
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360-876-2284
Pro 7 -07
ZO
Of
WN
14a' °
November-07
Scope of Work:
Lateral engineering of proposed residential addition
Gravity design of window and door headers
This design conforms to the 2006 International Residential Code(IRC).
Materials:
Seismic Design Category = D1
Site Class= D
Seismic Coefficients : SS = 150%, S, =60%
Basic Wind Speed = 85 mph
CONTENTS:
Page 1 Basic Design Criteria/Dimensions
Page 2-3 Span tables from 2006 IRC
Page 4 Braced wall notes
Page 5 Braced Wall Requirements
Page 6 Braced Wall Plan
Page 7 Foundation Plan
Basic Desiqn Criteria
Basic Wind Speed = 85 mph
Seismic design category = D
Site Class = D
Ground Snow Load = 30 psf
Importance Factor, Seismic IE = 1.0
Importance Factor, Snow IS = 1.0
Importance Factor, Wind Iw = 1.0
Dead Loads
Floor= 10 psf(2 joist, 2.5 sheathing, 0.5 insulation, 4.0 covering)
Wall= 10 psf(1 psf studs, 2.5 sheathing, 0.5 insulation, 3 paneling)
Roof= 15 psf(2 psf truss, 1 insulation, 3 ceiling, 5 roofing)
Live Loads
Floor Live Load, Lf= 40 psf
Roof Live Load, Lr= 25 psf
Snow Loads
Ce= 1 for Partially exposed roof in terrain D (ASCE 7-05 Table 7-2)
Ct= 1.1 (ASCE 7-05 Table 7-3)
pf= 0.7CeCtlspg = 23.1 psf (ASCE 7-05 Eq 7-1)
Cs= 0.9 (ASCE 7-05 Table 7-3)
ps= Cspf= 20.79 psf
Use 25 psf
Deflection Limits
Floor= L/ 240 Dead + Live and L/ 360 dead
Roof= L/ 240 Dead + Live and L/ 360 dead
The building meets requirements to use prescriptive lateral design per 2006 IRC.
Based on Table R502.5(1): Exterior window headers in addition shall be (2) 2x6
Header over existing sliding door shall be (2) 2x8
Based on Table R502.3.1(2): Floor joists in addition shall be 2x6 @ 16"o.c.
Page 1 /9
FLOORS
TABLE R502,5(1)
GIRDER SPANS,AND HEADER SPANS'FOR EXTERIOR BEARING WALLS
(Maximum spans for Douglas fir-larch,hem-fir,southern pine and spruce-pine-firl and required number of Jack studs)
GROUND SNOW LOAD
30 so
Building widtW(feet)
GIRDERS AND 20 26
HEADERS 28 36 3
6
28
SUPPORTING SIZE Span Kid Span Njd Span NJd Span' d
; Span Njd Span Njd Span Njd
--r- - -- NJ4 Span NJO
N
4 1. 3-2 1 2-10 1 3.2 1 2-9 1 2-6 1 2-io 1 2-6 2.3 1
5.5 1 4-8 4-1 1 1 I 3-8 2 4.2 1 3 M 2 3.3 2
li
lei
2 4-7- 4-1 2
2-2X8 6-1 .-It 2 5-4 2 5.11 2 5-2 1 2 .4
Ir"a -- i 2__: 4-7
8-5 .6 .1 7.3 3- 5.7 6-6 2 5-7 1 2 :1 54) 2
7-3 _6 63
2-242 9-9 2 I 8-5 2 ( 7.6 1 2 1 7.3 2 1 6.6 -6 1 2 6-6 2 15-11) 3
Roof and ceiling -1 : 7-5 ji 1 6-8 1 7.5 1 6-5 1 2 5-9 1 2 6-8 1 1 5-9 2 5-2 2
7
Ro 3-2x8 84
-.;-2xlO 10-6 1 9.1 11 2 8.2 2 9.1 2 I 7-10 2 t 7-0 2 8.2
�3-2x12 12-2 3 10.7 2 9-5 2 10-7 2 9-2 9-5 2 8-2 2 2 7-0 2 64 2
2 1 8-2 _222j 7.41 2
F 4-20 9.2 1 I 8.4 11 1 7-8 1 1 84 1 i 7.5 1 I 6.8 1 7.8 1 6.8 1 5-11 2
'I 4-2x 11) 11-8 1 1 10.6 1 1 9.5 2 i 10-6 1 1 9-1 2 8-2 8-2 2 7-3 2
4._XI2 14-1 I 1 12-2 2 10.11 2 12-2 2 10-7 2 1 9-5 -2 11 2 9-5----+ 1 2 8-5 2
'-2x4 i 3-1 11 1 . 2-9 1 2-5 1 2.5 1 1 2.2 1 i 2-7
f 4--, 1 ; 2-2 1 1 FF 2-0 1 2-9
2x6 1 44) 1 3-7 1 2 2-11 2
I 1 3-7 3-3 2 3-9 .3 2 -3 2
L 2-2x8 5-9 2 5-0 46 2 2 4-6 2 4-1 2 4-9 1 3-9 2
3..
-0 2 6-2 6-4 2 5-6
i r-2-2x 14) 1 7 2 5 - 54) 2 5-9 2 5-1 2 4-7
I 2-2x 12 8-1 2 7.1 2 bi 2 74 2 6-5 2 1-9 1 3 6-8
Roof.ceiling and one' 2 �5-10 3 5-3 3
center-bearing floor 2 5 8- 2 5.1 �j 2 5-11 2 5.2 2 4-9 2
3-2.8 7.2 1 6-3 5-8 2 2
3-2x10 8-9 2 7-8 2 6-11 i 2 j 7-11 2 f-
-.I I t 2 6.3 7-3 2 t64 2
----4�-_- - 5-8 2
3-2x 12 M12 2 1 8-11 2 8--0 2 7-3 2 8-5 2 7.4 2 1 6-7 2
L 4-2x8 9-1 1 7-3 i 1 6.7 1 T 73 1 i 6-6 i 1 i. 5.11 2 6-10 1 6-0 2 5-5 2
2 2 9-1 1
2 8-0 2 1 71-2 2 94 2 74 1 2 6-7 2
4-2x 12 -3 2 84
2 9.3 2 10-7 2 9 2 9-8- 2 8-6 2_ 7-7 2
I-lx± 2-8 1 24 I 1 2.1 1 i 2.7 1 i 2-3 I 1 i L4) 2.5 24) 2-5 1 2.1 1 1-10 1
2-2.6 3-0 2 ' 3-10 11 2 3.4 i 2 3-0 2 3-6 2 3-1 2 2-9 2
1-'Vx8 5-0 1 2 44 4.2 4.6 2 3-11 E2 3-6 1 2
1 2 11 3.10 2 1 4.10) 2 3.9
-T
2.2x 10 6-1 2 5-3 2 4-8 2 1 5-11 2 5-1 2 3 i-(i 2
-- 1 4-9 2 4-3 3
22xl2 7-1 2 6-1 3 1 5-5 A
Roof.ceiling one; 6 r 640 2 5.11 3 54-. 3 64 2 5-6 3 5-0 3
and
clear span floor I---3-2x4 6-3 ;: 2 5-5 2 4-lo 2 6-1 2 5.3 4-8 i 2 5-7 4.11 2 4-5
7-7 1 2 -7 2 5-11 2 7-5
-xIo J --- 6-5 2 5-9 2 6-10 2 6-0 2 5-4 2
A-2xI2 8-10 2 7-8 2 6.10 2 8-7 2 7-5
2-- 16-8 2 7.11 -1- _-.--26-11 - 2
1 6-3 2 5.7 2 7-0 1 6.1 5-5 - 6-6 --
1 5-8 2 5-1
r
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2-6 2-4 1 1
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3-8 2 1 .4. ......... 4 3-9 2
2.2XI1I .5-1) 2 i .5-1 2 4-7 1 1 5.9 2 4-11
-- 2 4-5 3 5.3 2 4-7 3 4-2 .1
Roof.ceiling and 2-2x 12 (,-g 2 .5-10 1 .1 .5-3 3 6.6 3-9 t
3 5-2 3 6-1 1 3 .5-4 1 3
- -4-11) 3-j
two ccincr-hearin., 3-1x8% 5-2 2 4.8 2 .59, 2 3-1 2 2 5-5 4-9 2 .4-3 2
2
floor%
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4-2xI2 )-s 2 8-6 2 7-8 2 9-5 2 8-3 2 7-5 2 9.111 2 7-1)-...... 2 7.0
Won(ililled)
102 2006 INTERNATIONAL RESIDENTIAL CODE'
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1
NOTES:
1. All framing and other work shall comply with the 2006 International Residential Code for
"conventional construction" unless noted otherwise as more restrictive.
2. Roof sheathing shall extend below all over-framing.
3. All pre-manuf. components shall be braced and anchored as specified by manuf.
4. All anchor blots at"braced wall panels" (BWP)and"engineered shear walls" shall receive
3" squ.x1/4" plate washers. Unless otherwise noted, provide 1/2"diameter anchor bolts at 6-0"
o.c. throughout. At interior non-bearing braced wall panels ("1"or"2" per legend above), install
1/2"dia. At 6'-0" maximum (2 min. per pier) "Simpson"Wedge-All anchor bolts at each panel
(12" min. spacing, 6" min. from end of panel, no bottom plate splices at panel location)with
2 1/4" embedment into concrete slab(4" minimum slab thickness, typical) and washers as
described above. Install anchors per ICC Rept. No. 3631. Special inspection is not required.
5. Blocking/nailing & bracing per I.R.C. Table R602.3(1) &as specified by truss manufacturer.
6. All gable endwall trusses shall be capable of transferring minimum I.R.C. "conventional" drag
forces to the top plate below(180 plf recommended). Truss shall be fastened to the wall below
with 16d toe nails at 10"o.c. (max) or as noted by the truss manufacturer. U.N.O., provide 1-
"Simpson" LSTA24 near each end to stud in wall below.
7. Minimum Roof Diaphragm (U.N.O.):
1/2"APA span rated sheathing (or OSB), C-D Exp. 1 (P.1.=32/16)with 8d common nails at 6"
o.c. (Boundaries and supported panel edges)and 12"o.c. (Field). Blocking is not required,
unless specified by roofing warrantor.
8. For this installation location, all continuous concrete footings shall have either 145 (bottom w/
3" conc. cover) or 244 (one at top& bottom w/3" conc. cover) longitudinal bars. U.N.O.,
continuous concrete footings shall have a minimum width of 12" and a minimum depth of 12"
below grade.
9. See cover page of these calculations for additional building material requirements.
10. Unless noted otherwise, provide 1-trimmer and 1-king stud at openings less than 8'-0"wide.
For openings greater than 8'-0"wide, use 2-trimmers and 2-king studs.
11. Studs at engineered shearwalls shall be spaced at 16"o.c.
12. Use DF, HF#2 at least.
TYPICAL CONVENTIONAL"BWP"
Per Section R602.10: 4'-0" Min. Length, 25'-0" o.c. maximum (Table R602.10.1),
beginning at 8' max. from end of a braced wall line.
(Category D2 or less than 110 mph)
NOTE: Exterior BWL to be"Method 3: Wood Structural panel sheathing with a thickness
not less than 5/16"thick for a 16-inch stud spacing and not less than 3/8/"for a 24-inch stud
spacing in accourdance with Section 2306.4.4 and Table 2306.4.4"
Interior BWL may be"Method 5: Gypsum board [sheathing 1/2 inch thick by 4 feet
wide wallboard or veneer base] on studs spaced not over 24 inches o.c. and nailed 7 inches o.c.
with nails as required by Table 2306.4.5".
ALTERNATE"BWP"
Per Section R602.10.6.1: For Panels that do not meet requiremens of R602.10.4, but
are still part of a braced wall line (spaced <= 25' from other panels), alternate BWP may
be used.
Requirements: 2'-8" min. length, 10'-0" max. top plate height, footing below.
(SDC Dz Windspeed < 110 mph)
Requirements for SDC D2:
1st Floor
X1 (Method 5)
Amount of bracing for interior 33'wall = 8.3 ft (IRC2006 Table R602.10.1)
USE (2) 8' long TYPICAL CONVENTIONAL"BWP"
X2 (Method 3)
Amount of bracing for exterior 27'wall= 6.8 ft (IRC2006 Table R602.10.1)
USE (2)4' long TYPICAL CONVENTIONAL"BWP"
Y1 (Method 3)
Amount of bracing for exterior 13'wall= 3.25 ft (IRC2006 Table R602.10.1)
USE (1)4' long TYPICAL CONVENTIONAL"BWP"
Y2 (Method 5)
Amount of bracing for Interior 13'wall = 3.25 ft (IRC2006 Table R602.10.1)
USE (1) 8' long TYPICAL CONVENTIONAL"BWP"
Y3 (Method 3)
Amount of bracing for exterior 13'wall = 3.25 ft (IRC2006 Table R602.10.1)
USE (1)4' long TYPICAL CONVENTIONAL "BWP"