HomeMy WebLinkAboutSummary Field Correction for BLD2006-01885 - BLD Engineering / Geo-tech Reports - 1/12/2007 UN
ENGINEERING
January 12, 2007
Mason County
Department of Community Development
426 Cedar St.
Shelton, WA 98584
SUBJECT: Summary Field Correction Notice:
Address: 251 NE Jolly Roger Lane.,Belfair, WA
Permit: BLD2006-01885 - Inspection Comments
Attention Inspector:
The following field changes and framing issues have been brought to our attention by the inspector and
contractor. All items noted here have been reviewed and approved for compliance with the set of
structural documents:
The full height basement wall shall be 13'-0" along the back. The return walls may be 8'-0"height
as noted on plans.
The contractor may construct the basement foundation in two phases: (1) Construct basement walls
and footings with slab. (2) Construct main floor framing including floor sheathing.
Accept as noted above, this letter certifies to the best of our knowledge that the structural aspects of
the construction of the referenced project noted above, are in conformance with the approved
engineering, structural plans, specification, and applicable provisions of the international building
code (IBC).
Please call if you have any questions.
Sincerely,
Norm P. Navarro, P.E.
President pr IN��1E
10806nn 110 BE
KE,
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Date
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�SSIONAL
EXPIRES JANUARY 21, 2008
9124 Gravelly Lake Dr.SW.Suite 102,Lakewood, WA 98499
PO Box 39681,Lakewood. WA 98439
(253)581-3380 ph•(253)582-0459 fax•nnengineertngd comcast.net e-mail
ENGINEERING
June 4, 2007
Margarita Homes
Gig Harbor, WA
SUBJECT: Belyair Residence, 251 NE Jolly Roger, Belyair, WA
Structural Documents 10806
Field Changes
Attention: Inspector
The following field changes have been reviewed and approved:
o The contractor may use a 4x12 beam in lieu of the 6x10 specified(beam#6). The beams are
supported by 4x4 pressure treated in lieu of the 6x6 specified. (Approved)
o The garage was constructed with 2'-0"and 4'-0"wall panels. We reviewed the walls and find
that no adjustments are required. (Approved)
Please call if you have any questions.
inc ely,
o P. varro, P.E.
resident
18306nn
of WASLjl
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1 �l
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1 At,FAG
EXPIRES JANUARY 21, 2008
9124 Gravelly Lake Dr.SW,Suite 102,Lakewood WA 98499
PO Box 39681.Lakewood, WA 98439
(153)581-3380 ph*(253)582-0459fax•nnenfineertn Caa_comcast.net e-mail
i
NN Engineering, P.S. Margarita Homes 6/4/2007 ,
9124 Gravelly Lake SW,Suite 102, 10806 B.mcd
Lakewood,WA 98499 Sheet B4 of 5
6x10 Sawn Beam -B5 4•ft t:= 5.5in h^:= 9.25in
Df= 15 psf Lf=40 psf TLf=55 psf TLr=40 psf t4:= 11.5ft (floor) = 19.5ft (rood
nnw:= TLftwf+ TLr•twr w= 1413 plf w := Dftwf+ Dr•twr wDL = 465 plf
2
M�- W. Mora,=2825ft1b Vim:= w•I 2 —h) V�= 1736.2Ib R�=28251b
Allowable Stresses (adjusted) DF#2
:= 875 psi := 95 psi E'{= 1700000 psi r _ 1 1.2
_
Fb-CD'CM•Ct'CF F'b= 1050psi % 1 1
L
F •C C C -C F' 95 psi 240
Ste- Mmax Sr"=32.29in3 < S=78in3 OK Sreq =41.16%
F'b
S
- VMax-1.5 Areq=27.41 in < A=51 in OK Areq o
FIv — = 53.88/o
A
4
�:— 5•w-L Ireq= 23.93 in < I= 363 in OK Ireq u
384-E'•ATL — =6.6/o
I
U12 Sawn Beam -B6 L- 10.5•ft �t�:= 3.5in h:= 11.25in
AM
Df= 15psf Lf=40 psf TLt = 55 psf TLr=40 psf Oft (floor) �t = Oft (roofl
w:= TLftwf+ TLr twr w= 220 plf w := Dftw,f+ Dr twr wDL = 60 plf
r l
M �= w-2 M�=3031.88 ft lb �V4m W.I —h I V�=948.751b R�= 1.155 Y•�A
J g
Allowable Stresses(adiusted) DF#2
:= 875-psi F = 95-psi E'= 1700000•psi 1 (;T• 1.2 z
Fb-CD•CM'Ct•CF F'b= 1050psigw.nAQ+t 1 n — 1 4
= 1 L
Fes:= F�CD•CM'Ct•CH F'v=95 psi 240 NAL
Mmax 3 3 ✓ EXPIRES:
5 := S feq= 34.65 in < S=74 m OK Sreq =46.93
Flb
S
= V F A
•1.5 Areq= 14.98 in < A= 39 in2 OK Areq _ u
Fv —38.05/o
4
�:= 5 w L Ireq=67.41 in < I =415 in OK Ireq
384•E'•ATL — — = 16.23%
I
Page B4
i
NN Engineering, P.S. Margarita Homes 6/4/2007
9124 Gravelly Lake Dr.SW,Suite 102 10806 L.mcd
Lakewood,WA 98499 Sheet 12 of 12
D. ALLOWABLE ANCHOR BOLT SPACING
Table 8.2E (1997 NDS) 5/8" DIA.Anchor Bolt w/ 1 1/2" Side Member(Hem-Fir)
ZB:= 8301b•1.33 ZB = 1103.91b Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing.
ZB
Oft 275.98 plf Allow Shear/ft for 4' max spacing
H
E. SHEAR STRESS AROUND OPENINGS: GO
WALL SHEAR STRESS SPACING gg q HOR Z
SPACING STRAP FORCE
A va•La ZB EXPIRE
val = La —0 ft val = 85.93pif sal := va I -- + Pa=O lb
1
vb•Lb ZB
B vb vb =261.82 if s = — Pb:= (vbl —vb •0•ft Pb= 0lb
1 1 P bl � l
Lb—0•ft vbl J
Z
C vcl vc•Lc vcl =488.73plf SO := B Pc:= (Vcl —vc)•0•ft Pc=0lb
Lc —0•ft vcl
VII. SHEAR WALL SUMMARY
Mk Wall Shear Anchor bolt Holdown Edge Holdown
Type Stress Spacing Force Nailing Type.
A 0 val = 85.93 plf sa=48 in HDFal =0.22 k 8d @ 6"o.c. NO HOLDOWN
B 1 vbl =261.82 plf sb=48 in HDFbl = 1.84 k 8d @ 4"o.c. STHDBRJ
C 2 vcl =488.73 plf sc=27.1 in HDFcl =4.11 k 8d @ 3"o.c. STHD14RJ
Note: l
Shear wall type noted as"0"complies with the maximum shear nailing, anchor bolt spacing, and sole plate nailing per
General Notes on Structural Drawings Sheet S1.
Page 12