HomeMy WebLinkAboutGarage Addition - COM Engineering / Geo-Tech Reports - 1/13/2003 JAN-13-2003 06:39 MC SQUARED INC. 360 3522044 P.02i02
1235 EAST 4TN AVE
SUITE 101
OLYMPIA,WA WWS
+ • +� (360)764-8339
FAX(360)W-2044
MC SQUARED E,► d:engfm42.Mc.com
I N C o Il P O R A T E D
January 13, 2003
Rosen Hong
11890 Highway 101
Shelton, WA 98584
RE: FOUNDATION INVESTIGATION FOR THE GARGAE ADDITION AT
11890 HIGHWAY 101 IN SHELTON, WA.
Dear Mr. Hong,
Friday, January 10, 2003, I visited the site located at 11890 Highway 101 in Shelton,
Washington. The purpose of the visit was to investigate the garage foundation and
determine if the reinforcing bars were installed. You authorized the work on January 10,
2003, and were present during my investigation.
During my visit, I verified that reinforcing steel is present in the foundation by means of
a Concrete Cover Meter(Pachometer). A Pachometer is a devise that indicates the
presence of steel in several inches concrete. The foundation is acceptable.
I also verified that the foundation is approximately 18" below grade by removing the soil
for about 12" and using a steel probe bar to feel the remaining 6" of the footing.
If you have any.quesdons please call me at(360) 754-9339.
Sincerely,
���F WAsyhc.��
MC Squared, Inc. Z A,
Nanette S. Graham, P.E. - °
Senior Associate Engineer
9 378TO
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STRUCTURAL • FOUNDATION • CIVIL ENGINEERS
TOTAL P.02
STRUCTURAL CALCULATIONS
FOR
GARAGE ADDITION
FOR
ROSEN HONG
MC SQUARED, INC
BY
HAROLD HAHNENKRATT, P.E.
OvO F WAS Fy
175
EXPIRES 10I 16!O
225GH
Scope: provide lateral and vertical design for garage addition that is intended to
be a stand alone structure. Existing foundation will have to be verified.
Owner to coordinate site conditions at the time of construction.
Parameters:
Loads
Roof Dead 15 psf
Live 25 psf
Wall Dead 10 psf
Floor Slab on Grade
Wind 80 MPH Exp. B
Seismic Zone III
Lumber Per structural notes
Soil 1500 PSF assumed bearing.
MC SQUARED, INC. Job:
OLYMPIA, WASHINGTON 98506
(360)754-9339 Date: ? •= By:
FAX(360)352-2044
Sheet: Page 3 of�_
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I I I I I I
r~0n%Y_1 0" rBus`"� 9 1/2" TJI@/Pro(TM)-100TS 24" o/c
TJ-Beam(TM)6.05 Serial Number.7002003535
User.2 Page 1 Engine 2Vw3wn;5.12" THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope:3M2 Roof Slope3l12
15•
All dimensions are horizontal. Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group-Roof(psf):20.0 Live at 125%duration, 15.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Stud wall 3.50" 3.50" 300/232/0/532 R1:Blocking 1 Ply TJI®/Pro(TM)-100TS
2 Stud wall 3.50" 3.50" 300/232/0/532 R1: Blocking 1 Ply TJI®/Pro(TM)-100TS
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): R1:Blocking
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 517 -511 1400 Passed(37%) Rt.end Span 1 under Roof loading
Vertical Reaction(Ibs) 517 517 1400 Passed(37%) Bearing 2 under Roof loading
Moment(Ft-Lbs) 1885 1885 2606 Passed(72%) MID Span 1 under Roof loading
Live Load Defl(in) 0.376 0.752 Passed(U480) MID Span 1 under Roof loading
Total Load Defl(in) 0.666 1.002 Passed(U271) MID Span 1 under Roof loading
-Deflection Criteria:STANDARD(LL:U240,TL:U180).
-Allowable moment was increased for repetitive member usage.
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design
loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
-(Minimum cut length)=(Overall horizontal length)x 1.031 +2 3/8"
PROJECT INFORMATION: OPERATOR INFORMATION:
Harold Hahnenkratt
MC Squared Inc
1235 East 4th Ave.
Suite 101
Olympia,WA 985506
Phone:(360)754-9339
Fax :(360)352-2044
harold@mc2-inc.com
copyright * 2002 by True Joist, a Weyerhaeuser Business
TJI• and TJ-Beam* are registered trademarks of True Joist.
e-I Joist",Pro" and TJ-Pro" are trademarks of True Joist.
ZZS(o'
Busi
TJ-Beam(TM)6.05SenalNum�ber`7002W3535 9 1/2" TJI®/Pro(TM)-100TS @ 24" o/c
P ge2 E;glnVers�1.5.2" THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
14' 7.00"
Max. Vertical Reaction Total (lbs) 532 532
Max. Vertical Reaction Live (lbs) 300 300
Selected Bearing Length (in) 3.50 M 3.50 M
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 1.25 , Dead + Floor + Roof
Design Shear (lbs) 511 -511
Max Shear (lbs) 517 -517
Member Reaction (lbs) 517 517
Support Reaction (lbs) 532 532
Moment (Ft-Lbs) 1885
Live Deflection (in) 0.376
Total Deflection (in) 0.666
Loading on all spans, LDF = 0.90 , Dead Only
Design Shear (lbs) 223 -223
Max Shear (lbs) 225 -225
Member Reaction (lbs) 225 225
Support Reaction (lbs) 232 232
Moment (Ft-Lbs) 822
PROJECT INFORMATION: OPERATOR INFORMATION:
Harold Hahnenkratt
MC Squared Inc
1235 East4th Ave.
Suite 101
Olympia,WA 985506
Phone:(360)754-9339
Fax :(360)352-2044
harold@mc2-inc.com
copyright ° 2002 by True Joist, a Weyerhaeuser Business
TJIe and TJ-Beam• are registered trademarks of True Joist.
e-I Joist'-,Pro" and TJ-Pro- are trademarks of Trus Joist.
Z�S�-
RISA-2D (R) Version 4 . 01 /Zv
MC-2 Engineering Job
1235 E. 4th Avenue, Suite 101 Page : 1
Olympia, WA 98506 Date : 11/19/02
File : STUD
Wall Stud
Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . US Standard
Steel Code . . . . . . . . . . . . .. . . . . . . . . . . None
Allowable Stress Increase Factor. . 1 . 333
Include Shear Deformation. . . . . . . . . Yes
No. of Sections for Member Calcs . . 20
Do Redesign. . . . . . . . . . . . . . . . . . . . . . . Yes
P-Delta Analysis Tolerance. . . . . . . . 0 . 50%
Joint Coordinates
Joint X Y Joint
No Coordinate Coordinate Temperature
------------------ft------------ft------------OF----------------------------
1 0 . 000 0 . 000 0 . 00
2 0 . 000 10 . 000 0 . 00
Boundary Conditions
Joint +----- Translation -----+
No X Y Rotation
------------K/in--------K/in---- --K-ft/rad----------------------------------
1 Reaction Reaction
2 Reaction
Materials (General)
Material Young' s Shear Poisson' s Thermal Weight Yield
Label Modulus Modulus Ratio Coef . Density Stress
-------------Ksi----------Ksi----------------10-50F----K/ft3-------Ksi------
STL 29000 . 00 11154 . 00 0 . 3000 0 . 65000 0 .490 36 . 00
Wood Material Parameters
Wood NDS Species CC E Poisson Weight
Set Database Fb Ft Fv Fc E mr Mod Therm Den
-----------------------Ksi---Ksi---Ksi---Ksi---Ksi----------------10-5°K/ft3
STUD DFLARNO2_2X4 0 . 875 0 . 575 0 . 095 1 . 300 1600 . 0 y1 . 000 0 . 30 0 . 30 0 . 035
Sections
Section Database Material As As I I T
Label Shape Label Area 0, 2 1, 3 1, 3 0, 2 C
------------------------------in^2----------------in^4----------in^4--------
SEC DFLARN02 2X4 STUD 5 . 25 1 . 2 1 . 2 9 . 84e-1 5 . 36
Members
Memb Joints Rotate Section Releases Offsets Inactive?
No. I J 900 Set I :AVM J:AVM I-End J-End Label y Length
--------------------------------------------in-------in---------------ft----
1 1 2 SEC 10 . 00
RISA-2D (R) Version 4 . 01
MC^2 Engineering Job
1235 E. 4th Avenue, Suite 101 Page : 2
Olympia, WA 98506 Date : 11/19/02
File : STUD
Wall Stud
AISC,NDS Parameters
Section Length Lb-out Lb-in Lcomp K K Cm Cb, B Sway
Member Set le-out le-in le-bend out in CH o i
---------------ft------ft------ft------ft-----------------------------------
1 SEC 18 . 00 1 . 00 1 . 00 1 . 00 1 . 00
Basic Load Case Data
BLC Basic Load Case Load Type Totals
No . Description Nodal Point Dist .
----------------------------------------------------------------------------
1 wind 1
2 Dead 1
3 Snow 1
Member Distributed Loads, BLC 1
Joints Load Pattern Pattern
Member I J Label Multiplier
----------------------------------------------------------------------------
1 1 2 UNIFORM 26 . 4000
Joint Loads/Enforced Displacements, BLC 2
Joint Is this a Load or Direction
Number a Displacement? (X,Y,Mz) Magnitude
--------------------------------------------- ---------K, K-ft, in, rad---------
2 L Y -0 .285
Joint Loads/Enforced Displacements, BLC 3
Joint Is this a Load or Direction
Number a Displacement? (X,Y,Mz) Magnitude
------------------------------------------------------K, K-ft, in, rad---------
2 L Y -0 .475
Load Patterns
Pattern Magnitudes Locations
Label Dir Start End Start End
-------------------K/ft, F----------K/ft, F----- ------ft or %-------ft or %---
UNIFORM X -0 . 001 -0 . 001 0 . 000 0 . 000
Load Combinations
RWPE
No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv
----------------------------------------------------------------------------
1 dl+sn Y -1 2 1 3 1 CD 1 . 15 yy
2 dl+sn+w/2 Y -1 2 1 3 1 1 . 5 CD 1 . 6 yy
3 dl+sn/2+w Y -1 2 1 3 . 5 1 1 CD 1 . 6 yy
4 >8dl+w Y -1 2 . 8 1 1 CD 1 . 6 yy
225-6,,
RISA-2D (R) Version 4 . 01 9/M
MC-2 Engineering Job
1235 E. 4th Avenue, Suite 101 Page : 3
Olympia, WA 98506 Date : 11/19/02
File : STUD
Wall Stud
Envelope Displacements
Joint +---------- Translation ----------+
X lc Y lc Rotation lc
------------in----------------in---------------rad--------------------------
lU 0 . 000 1 0 . 000 4 0 . 01847 3
L 0 . 000 3 0 . 000 1 0 . 00000 1
2U 0 . 000 1 -0 . 003 4 0 . 00000 1
L 0 . 000 3 -0 . 011 1 -0 . 01847 3
Envelope Reactions
Joint +------------ Forces -------------+
X lc Y lc Moment lc
------------K-----------------K----------------K-ft-------------------------
lU 0 . 13 3 0 . 77 1 0 . 00 1
L 0 . 00 1 0 .24 4 0 . 00 1
2U 0 . 13 3 0 . 00 1 0 . 00 1
L 0 . 00 1 0 . 00 1 0 . 00 1
Tot : 9U 0 . 26 3 0 . 77 1
L 0 . 00 1 0 . 24 4
Envelope Section Forces
Section
Memb y Axial lc Shear lc Moment lc
-----------------K------------------K-----------------K-ft------------------
1 1 U 0 . 77 1 0 . 00 1 0 . 00 1
L 0 4 -0 . 132 3 0 1
2 U 0 . 77 1 0 . 00 1 0 . 07 3
L 0 4 -0 . 118 3 0 1
3 U 0 . 77 1 0 . 00 1 0 . 12 3
L 0 4 -0 . 104 3 0 1
4 U 0 . 77 1 0 . 00 1 0 . 18 3
L 0 4 -0 . 090 3 0 1
5 U 0 . 77 1 0 . 00 1 0 .22 3
L 0 4 -0 . 076 3 0 1
6 U 0 . 77 1 0 . 00 1 0 . 26 3
L 0 4 -0 . 063 3 0 1
7 U 0 . 77 1 0 . 00 1 0 . 29 3
L 0 4 -0 . 049 3 0 1
8 U 0 . 77 1 0 . 00 1 0 . 31 3
L 0 4 -0 . 035 3 0 1
9 U 0 . 77 1 0 . 00 1 0 . 32 3
L 0 4 -0 . 021 3 0 1
10 U 0 . 77 1 0 . 00 1 0 . 33 3
L 0 4 -0 . 007 3 0 1
11 U 0 . 77 1 0 . 01 3 0 . 33 3
L 0 4 0 . 000 1 0 1
12 U 0 . 77 1 0 . 02 3 0 . 32 3
L 0 4 0 . 000 1 0 1
13 U 0 . 76 1 0 . 03 3 0 . 31 3
L 0 4 0 . 000 1 0 1
RISA-2D (R) Version 4 . 01 �
MC-2 Engineering Job
1235 E. 4th Avenue, Suite 101 Page : 4
Olympia, WA 98506 Date : 11/19/02
File : STUD
Wall Stud
Envelope Section Forces
Section
Memb y Axial lc Shear lc Moment lc
------- ----------K------------------K-----------------K-ft------------------
14 U 0 . 76 1 0 . 05 3 0 . 29 3
L 0 4 0 . 000 1 0 1
15 U 0 . 76 1 0 . 06 3 0 . 26 3
L 0 4 0 . 000 1 0 1
16 U 0 . 76 1 0 . 08 3 0 . 22 3
L 0 4 0 . 000 1 0 1
17 U 0 . 76 1 0 . 09 3 0 . 18 3
L 0 4 0 . 000 1 0 1
18 U 0 . 76 1 0 . 10 3 0 . 12 3
L 0 4 0 . 000 1 0 1
19 U 0 . 76 1 0 . 12 3 0 . 07 3
L 0 4 0 . 000 1 0 1
20 U 0 . 76 1 0 . 13 3 0 . 00 1
L 0 4 0 . 000 1 0 3
----------------------------------------------------------------------------
_______________________< Envelope Section Stresses
Section
Memb i Axial lc Shear lc Bending Top lc Bending Bot lc
--------------Ksi--------------Ksi--------------Ksi--------------Ksi--------
1 1 U 0 1 0 . 000 1 0 1 0 . 000 1
L 0 4 -0 . 030 3 0 1 0 . 000 1
2 U 0 1 0 . 000 1 0 1 0 . 258 3
L 0 4 -0 . 027 3 0 3 0 . 000 1
3 U 0 1 0 . 000 1 0 1 0 .487 3
L 0 4 -0 . 024 3 0 3 0 . 000 1
4 U 0 1 0 . 000 1 0 1 0 . 688 3
L 0 4 -0 . 021 3 -1 3 0 . 000 1
5 U 0 1 0 . 000 1 0 1 0 . 860 3
L 0 4 -0 . 017 3 -1 3 0 . 000 1
6 U 0 1 0 . 000 1 0 1 1 . 003 3
L 0 4 -0 . 014 3 -1 3 0 . 000 1
7 U 0 1 0 . 000 1 0 1 1 . 118 3
L 0 4 -0 . 011 3 -1 3 0 . 000 1
8 U 0 1 0 . 000 1 0 1 1 .204 3
L 0 4 -0 . 008 3 -1 3 0 . 000 1
9 U 0 1 0 . 000 1 0 1 1 .261 3
L 0 4 -0 . 005 3 -1 3 0 . 000 1
l0U 0 1 0 . 000 1 0 1 1 . 289 3
L 0 4 -0 . 002 3 -1 3 0 . 000 1
11U 0 1 0 . 002 3 0 1 1 .289 3
L 0 4 0 . 000 1 -1 3 0 . 000 1
12U 0 1 0 . 005 3 0 1 1 .261 3
L 0 4 0 . 000 1 -1 3 0 . 000 1
13U 0 1 0 . 008 3 0 1 1 . 204 3
L 0 4 0 . 000 1 -1 3 0 . 000 1
T ON T 000 ' 0 T O rI
E 68T E 9E9 ' 0 :� 0 fl ET
T ON T 000 ' 0 T O rI
E 6LT £ ZL9 ' 0 f, 0 fl ZT
T ON T 000 ' 0 T O rI
E tLT E 069 ' 0 :v 0 fl TT
T ON T 000 ' 0 T O rI
E tLT E 069 ' 0 t, 0 fl OT
T ON T 000 ' 0 T O rI
E 6LT E ZL9 ' 0 t, 0 fl 6
T ON T 000 ' 0 T O rI
E 68T E 9E9 ' 0 t, 0 fl 8
T ON T 000 ' 0 T O rI
E 90Z E Z85 ' 0 t, 0 fl L
T ON T 000 ' 0 T O rI
E fiEZ E ETS ' 0 t, 0 fl 9
T ON T 000 ' 0 T O rI
E 6LZ E OEt ' 0 :v 0 fl S
T ON T 000 ' 0 T O rI
E 6 S E: E tEE ' 0 t, 0 fl t,
T ON T 000 ' 0 T O rI
E SZS E 8ZZ ' 0 t, 0 fl E
T ON T 000 ' 0 T O rI
E tEOT E 9TT ' 0 :v 0 fl Z
T ON T 000 ' 0 T O r1
T ON T 000 ' 0 T O fl T T
----------------------------------------uT----------------uT----------------
aT u/rj oT oT x f C[WaW
uoz-4oaS
SuoTgaaTJaCl uoT-4oaS adoTanug
--------------------------- -------------------------------------------------
E 000 ' 0 T O T 000 ' 0 :v 0 rI
T 000 ' 0 £ 0 E OEO ' 0 T O flOZ
T 000 ' 0 E 0 T 000 ' 0 t, 0 rI
E 85Z ' 0 T O E LZO ' O T O f16T
T 000 ' 0 £ 0 T 000 ' 0 t, 0 rI
E L8t' 0 T O E t ZO ' 0 T O f18T
T 000 ' 0 E T- T 000 ' 0 t, 0 rI
E 889 ' 0 T O E TZO ' 0 T O f1LT
T 000 ' 0 E T- T 000 ' 0 t, 0 rI
E 098 ' 0 T O E LTO ' 0 T O f19T
T 000 ' 0 E T- T 000 ' 0 t, 0 rI
E E00 ' T T O E tTO ' 0 T O f1ST
T 000 ' 0 E T- T 000 ' 0 t 0 rI
E 8TT ' T T O E TTO ' 0 T O flt'T
--------TSX--------------TSx--------------TS
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MC-2 Engineering RISA-2D (R) Version 4 . 01 Job 1//20
1235 E . 4th Avenue, Suite 101 Page : 6
Olympia, WA 98506 Date : 11/19/02
File : STUD
Wall Stud
Envelope Section Deflections
Section
Memb y x lc y lc L/n lc
----- -----------in----------------in----------------------------------------
14 U 0 4 0 . 582 3 206 3
L 0 1 0 . 000 1 NC 1
15 U 0 4 0 . 513 3 234 3
L 0 1 0 . 000 1 NC 1
16 U 0 4 0 . 430 3 279 3
L 0 1 0 . 000 1 NC 1
17 U 0 4 0 . 334 3 359 3
L 0 1 0 . 000 1 NC 1
18 U 0 4 0 . 228 3 525 3
L 0 1 0 . 000 1 NC 1
19 U 0 4 0 . 116 3 1034 3
L 0 1 0 . 000 1 NC 1
20 U 0 4 0 . 000 1 NC 1
L 0 1 0 . 000 1 NC 1
----------------------------------------------------------------------------
_______________________< Envelope NDS Unity Checks
Unity Loc Shear Loc
Memb Chk lc Chk lc Fc ' Ft ' Fb' Fv' CL CP Eqn
--------------------------------Ksi----Ksi----Ksi----Ksi--------------------
1 0 . 775 10 3 0 . 198 20 3 0 . 393 1 . 380 2 .415 0 . 152 1 . 00 0 . 16 3 . 9-3
MC SQUARED, INC. Job: D�J/-
OLYMPIA, WASHINGTON 98506
(360) 754-9339 Date:— By: N �If/ti r
FAX(360) 352-2044
Sheet: Page Z2 of 90
-?Ni y
l- Z -
450
---r-- __-..—_.._t..--_..�.._—s—._.�_—._.._•r--_
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DIAPHRAGMS
Loc. Level Comment w Width V Length v Moment C=T Dmega T,C Nailing
If ft Ibs ft plf ft-Ibs Ibs Ibs
990 Cap
cap_
Capz
Cap
Cap
Cap
T3 ' L 73 -9 rz� cap
Cap
Cap
cap.
Capes
Capes
Cw
Cap.
gyp.
Cap.
CAN
N� N�
N
LOAD TO LINES
Line # Roof Level Level Level
Total Total Subtotal Total Subtotal Total Subtotal
! 9a
O
�, ry
MC SQUARED, INC. Job:
OLYMPIA, WASHINGTON 98506
(360)754-9339 Date: By;
FAX(360)352-2044
Sheet: Page `� of 20
Fa, w G c.73), ZGD
SHEAR WALLS
Wall Lev. V Wall Total v Wall _ dia AB Uplift Wall Wt. Net Total Holdown
Available Wall Type # Spac. Sect. Down Uplift Uplift
G. L fi %.� 2i �D '� c� .✓11
9p t
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2,.
STRUCTURAL NOTES
General Notes:
These structural notes supplement the drawings. Any discrepancy found among the drawings,these
notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy
in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at
the Contractor's risk.
The Contractor shall verify and coordinate the dimensions among all drawings prior to
proceeding with any work or fabrication. The Contractor shall coordinate between the
architectural drawings and the structural drawings. The architectural dimensions are taken
to be correct when in conflict with the structural drawings. The Contractor is responsible for
all bracing and shoring during construction.
All construction shall conform to the applicable portions of the latest edition of the Uniform
Building Code except where noted.
Design Criteria:
1. Live Load = Slab On Grade
Dead Load = 15 PSF (Comp Roof)
150 PCF (Concrete)
4. Wind = 1997 UBC Exposure B @ 80 mph
5. Earthquake = 1997 UBC, Zone III
6. Soil = 1500 PSF, Assumed
Concrete & Reinforcin Steel:
1. All concrete work shall be per the 1997 UBC Chapter 19. Tolerances shall be per
UBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per
Sections 03, 04, 05, and 06.
2. All reinforcing shall be ASTM A615 Grade 40 except as shown on the plans.
3. Concrete shall be in accordance with ASTM 150.
fc = 2500 PSI @ 28 day
slump =4" maximum, 6% Air entrained.
Steel:
1. Anchor bolts shall be ASTM A307.
Carpentry
1. 2X and 4X structural framing shall be #2 Douglas Fir.
2. 6X members shall be #1 Douglas Fir.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation.
4. Floor trusses shall be by Trus-Joist or other approved manufacturer. Roof trusses
shall be by a preapproved manufacturer and constructed according to the
specifications of the Truss Plate Institute.
Truss manufactures are responsible for all bracing of the trusses including end wall
bracing and all other bracing between the building and the trusses unless specifically
shown otherwise on the drawings.
5. Plywood shall be nailed 6"o.c.edges and 12"field with 1 Od's unless otherwise noted
on the drawings.
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the
weather or soil shall be treated as in steel above.
CAUTION
CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS.
LL.1�
TYPICAL SHEAR WALL NOTES
Use 1/2" dia. by 10"Anchor Bolts(AB's)with single plates and 1/2" dia.by 12"AB's with double
plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be
centered in the stud wall,and shall project through the bottom plate of the wall and have a 2x2x3/16
plate washer.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with
2x4 or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or 1Od common(8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If 1 Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent when used with ''/2" plywood). Nail size and spacing at all sheathing
edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field
nailing except as noted.
Hold downs are Simpson "Strong Tie"and shall be installed per the manufacture's recommendation.
Equivalent holdowns by United Steel Products Company"Kant-Sag" that have ICBO approval can
be substituted in place of Simpson holdowns.
All double and triple studs shall glued and nailed together with(2) lines of 1 Od's at 4" o.c. for each
layer.
ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER.
NOTE: THIS MEANSALLPRE-ENGINEERED TRUSSES WILL HA VE#2 DOUG-FIR
OR BETTER TOP CHORDS.
SHEAR WALL SCHEDULE
[ \ sheathing nailed with 8d's at 6" on center all edges.
HOLDOWN SCHEDULE
LTT19 Attaches to concrete foundation with a 3/4" dia. bolt with 7" minimum
embedment into concrete. LTT 19 attaches to double studs with (8) 16d
sinker nails in wall above.Bolt may be a threaded rod epoxied with Simpson
SET per manufacturer requirements and a minimum of 6" embedment.
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MC SQUARED, INC. Job• �;%Lv,� Gi9�u9/a 2ZSj '
LYM IA, WASHINGTON 98506
-.- Date: Y
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FAX (360)352-2044 Sheet:
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