HomeMy WebLinkAboutPermit Correspondence 1996-12-18
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DETAIL CHANGES
for
r "6948 Glacier St.
, Sp~gfield, OR:
Client No. 302
.
Carol Case
1048 N. 57th
Springfield, OR.
Note: Changes are due to framing omissions. The details to be used in
conjuntion with previous details by ANG Engineering Group, Inc.,
dated 7/2/76, and plans by Life Style Home Design Services.
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Date: 12/18/96
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ANG ENGINEERING GROUP, INC.
. 6aliey Hill Rd., SuIte A
~ene. OR 97405
,Project : Case-Cascade
Job No.: 302
Date : 6/13/96
Page No.: 5 of 5
SHEAR WALL SCHEDULE
Mark Sheathl",! Fa5U:nen; Panel Edge Field Remark5
~ 1/2" Plywd.:t' t'>d 6"o.c. 12"o.c. (1)
~ 1/2" Plywd. · t'>d 4"o.c. 12" o.c. (1)
~ 1/2" Plywd. 1-1 t'>d 13" O.c. (6) 12"o.c. (1)
*OR 0.5.8. I~/I
'32.
,-
HOLDOWN SCHEDULE
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Mark
Holdown (2)( 3)IFa5tB~er
NOHOLDOWNREQUIRH ' " (4)
~
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I FLOOR TO FLOOR NAILING AS PER
STRAPING SEE PLANS MANUFACTuRER
ISIMPSON HD5A WITH 1(2) 3/4" "'Is. BOLTS
SIMPSON SSTB16 IN DOUBLE STUD
NOTES:
1. SHEARWALL5 TO HAVE BLOCKING -'\T PANEL EDGES.
2. HOLDOWNS SHALL BE LOCATED AT ENDS OF EACH SHEAR WALL SECTION.
(AT DOOR JAMBS OR UNDER ENDS OF WINDOWS)'
3. HOLDOWNS AND SPECIAL HOLDOWN BOLTS ARE BY SIMPSON CO.
4. ANCHOR BOL llNG (J) 4' , 0' O.c. U.N.O.
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1925 BAILEY HILL RD.. ~UI'I'E A EUGENE, OR 97405 (541) 341-133'2 fAX (541) 341-1'219
" ANG ~ : 11111111111111111111111111111111111111111-
:9~'
eINEERING I GROUP. INe _
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. CML
. ~TRUcruRAL
. IN~PECTION~
SUPPLEMENTAL CALCULATIONS FOR
6948 Glacier St.
Springfield, OR
Date: 12/16/96
for
Carol Case
1048 N. 57th
Springfield, OR
Client #302
The following items address supplemental structural information to correct omissions in
the framing:
.
/
It~m{ Q: The Simpson JB28 basement CMU wall connection to floor joist detail
/
,/ 7/ST and 8/ST was not installed,
A: See attached detail package for revised connection,
Nail 2 x 4 hlocking: to the hottom chord of the exi~tin<' 11 7/8" TIT at
16"oc Note the hlockin" to he in~talled ti"ht to the ~il\ nlate,
Item'1: Q: The Simpson A35's not installed as per details 41ST and 51ST,
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A: See attached detail package for revised blocking and connections to
top of CMU walls,
Item 3: Q: Shear wall blocking not installed as per code.
Note:
A: See revised shear wall calculations, See revised shear wall nailing
schedule and layout in attached detail package,
~r,w,;1I hlockin\, ~ho"ld hev"rifi"'" hv in.~p.ctor h"fore wall
framing is fullv enclosed or IIsei'ufl height olate to \llate sheathi",~_
panels,
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Page 1 of2
1925 BAILEY tIILL QO.. &UITE A EUGENE, OQ 97405 (541) 341-1332 fAX (541) 341-1219
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continued:
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Item 4: Q: Verity use ofOSB for shear wall sheathing,
A: As per American Plywood Association AP A-trademarked Oriented
Strand Board (OSB) are perfonnance rated for use as sheathing,
siding, and flooring, Allowable shear wall values for 15/32" OSB are
equal to values for 1/2" plywood with the same nailing pattern,
Item 5: Q: Simpson A35's not installed as per detaill/ST.
A: Provide Simpson HI's at each joist this area in place of the Simpson
A35's. Provide blocking and strapping from wall to floor joist as per
detail.
Item 6: Q: Verity connection of continuous TIT's at intermediate bearing point.
A: Blocking and toe nailing provided as per manufacturers specifications
and general notes,
Page 2 of2
c~\'..\) PROt[c0
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I EXPIRES: 12,31,5>7 J
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~ eNGINEERING GQOUD. INC.
~Iey llill Rd.. &lite A
EUCOO:,OR 97405
(541)341-1332 Rev.1/18196
Loading
Floor
LL=
DL=
40 psf.
15 psf
Root
LL=
DL =
Lateral -, Seismic zone 3
Wind 80 mph. Exp. B
SEISMIC
W =B x L x DL(eq) = 58490 Ibs.
B = 53 ft.
L = 56 ft.
DL( eq) = 15 pst.
e:
WIND
H>ight
(ft.)
0-15
20
25
30
V=
Vlot =
0.1031 W
6032 Ibs,
Factor Coefficient Pressure
(pst)
1.3 0.62 13.2
1.3 0.67 14,3
1.3 0.72 15.4
1.3 0.76 16.2
SHEAR WALL UNIT SHEARS
Rev. Date
vl =
v2 =
v3 =
v4 =
v5 =
v6=
12/17/96 v7 =
v8 =
12/16/96 v9 =
vl0 =
vll =
8/15/96 v12 =
12/16/96 v13=
e
160 pit.
246 pit.
356 pit.
161 pit.
277 pit,
86 pit.
207 plf.
407 pit.
174 pit
429 pit
218 pit
470 pit
184 pit
Wall Length
14 ft,
13 ft,
9 ft.
7.4 ft,
9 ft.
7.5 ft.
22.5 ft,
21.5 ft.
21.5 ft.
5,5 ft.
18.5 ft,
10,5 ft.
13 ft.
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Project: Case-Cascade
Job No.: 302
Date: 6/10/96 Rev. 12/17/96
By G.F.
Page No,: I ot 3
25 pst
15 pst
V=(Z*I*C/R)"W
P = Ce*Cq*l*qs
C=
Rw=
Z=
1=
2.75
8
0.3
1
qs = 16.4 pst
V tot wind = I 20703 Ib5--1
Wind Controls
Overtuming *
888 Ibs
NA Diaphragm Offset
NA Diaphragm Offset
1054 Ibs
2022 Ibs
437 IbS
1171 Ibs
1612 Ibs
o Ibs
3000 Ibs
1813 Ibs
3732 Ibs
o Ibs
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ANG ENGINEERING GROUP. INC.
. Bailey Hill Rd.. Suite A
Eugene, OR 97405
Project : Case-Cascade
Job No. : 302
Date : 6/13/96
Page No.: C'.. of 3
SHEAR WALL SCHEDULE
'Mark
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'Sheathlrt<! ' F asUnero
1/2" Plywd.lf 8d
'Panel Edge 'Field Remarks
6"0.c. 12" o.c, (1)
4"0,c. 12" D.C. (1)
3"o,c, (6) 12"0.c, (1)
1/2" Plywd.' 8d
1/2" Plywd." 8d
,.., I!>/"
* OR 0.5.= /32..
HOLDOWN SCHEDULE
.
Mark
~
~
~
Holdown (2)( 3) Fa5tener
NO HOLDOWN REQUIREC (4)
FLOOR TO FLOOR
STRAPING SEE PLANS
SIMPSON HD5A WITH
SIMPSON SSTB16
NAILING AS PER
MANUFACTURER
(2) 3/4" dla, BOLTS
IN DOUBLE STUD
NOTES:
1. SHEARWALLS TO HAVE BLOCKING AT PANEL EDGES,
2. HOLDOWNS SHALL BE LOCATED AT ENDS OF EACH SHEAR WALL SECTION,
(AT DOOR JAMBS OR UNDER ENDS OF WINDOWS)
3. HOLDOWNS AND SPECIAL HOLDOWN BOLTS ARE BY SIMPSON CO.
4. ANCHOR BOLTING dJJ 4', 0" O.c. U,N.O.
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ANG ENGINEERING GROUP. lNe,
al)~ lflLL ROAD
WGOO,OR 97405 Rev, 03/27/95
(541)341-1332
Project :
Job No.:
By
Date
NAIL CONNECTION DESIGN (NDS 91)
DURATION FACTOR: 1.33
OTHER FACTORS: 0.67 & 0.83 FOR TOENAIL W & Z 1.00
SIDE MEMBER (S'STEEL. W-WOOD) W
NUMBER OF SHEAR FACES 1
THICKNESS OF ONE MAIN MEMBER, tm
THICKNESS OF ONE SIDE MEMBER. 1>.;
DOWEL BEARING STRENGTH OF MAIN MEMBER, Fem
DOWEL BEARING STRENGTH OF SIDE MEMBER(S). Fes
NOMINAL NAIL DIAMETER, D COM NAILS
LENGTH OF NAIL, L
PENETRATION MIN. (p = L - 1>.;, tm)
MIN. PENETRATION TO OBTAIN FULL DESIGN VALUE, 12D
BENDING YIELD STRENGTH OF NAIL. fyi:>
FAILURE MODES
NOMINAL LATERAL DESIGN VALUES
MODE Is
MODE 111m
AlDE Ills
"ODE IV
4691b,
171 lb.
171 lb.
118 lb.
z=
Z=
Z=
Z=
ALLOWABLE LATERAL DESIGN VALUE
Z=
NOM. WITHDRAW VALUE. (TABLE 12.2A. NDS91)
ALLOWABLE WITHDRAW DESIGN VALUE
W=
W=
ANGLE BETWEEN WOOD SURFACE &
DIRECTION OF LOAD
COMBINED LATERAL & WITHDRAW LOADING
a
Za'=
SPACING REQUIREMENTS
LENGTH OF NAILS IN MAIN MEMBER
LENGTH OF NAILS IN SIDE MEMBER(S)
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Case,Cascade
302
G.F.
12117/96
3.f 3
1,50 In.
1.50 In,
4650 psI.
465q psi.
0.148 In.
3.000 In.
, 1.50 In.
1.78 In.
90000 psI.
(10d)
1321'b.
36 lb.
54l'b.
0.00 dC!!.
132Jlb.
L=
L=
1.50 In.
1.50 In.
Min. Edge Distance Min. End Distance Spacing In a Row, Row Spacing
Parallel to Grain (In.) (In.) (In.) (In,)
Full Value 0.222 0.592 0.592 0.222
Reduced Value N/A 0.296 0,444 NIA
Perpendicular to Grain
Full Value 0.592 LOADED 1.036 0.740
Reduced Value 0.222 UNLD 0.518 0,444 NIA
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