Specifications /ia ?-v! 003f
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S. RECEIVED
.. FEB 20 2014
CITY0r hhOARD
BUILDING+lI`'ISION
Structural Calculations
Washington Square Too - Buildings A, B, and C
Plan Check Submittal
Submitted to:
TS Architects
2050 South Bundy Drive
Suite 225
• Los Angeles, CA 90025
(310) 895-7901
January 9, 2014
Job No. 13-L070A
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Englekirk
STRUCTURAL ENGINEERS
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888 S.Figueroa Street
181h Floor
Los Angeles,CA 90017
1 These calculations are reproduced here only for submittal to the governing building authority to ossist in
obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculations
without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for any purpose. 323.733.6673 1
Computations involving scientific principle only serve as a guide for the experienced engineer and to assist
in making engineering decisions. The final design is reflected only in the construction documents. www.englekirk.com
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1,7/14 Design Maps Summary Report
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User-Specified Input
Report Title Washington Square
Wed January 8, 2014 00:16:12 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44862°N, 122.78196°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
2mi Cedar HI
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USGS-Provided Output
SS = 0.977 g SMS = 1.084 g SDs = 0.722 g
S, = 0.425 g SMI = 0.669 g SDI = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.98
1.10 0.80
0.99 0.72
0.88 0.64
0.77 0.56
Si 0.66 C, 0.49
0.55 0.40Vl
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.08
0.00 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00
Period. T(sec) Period. T(sec)
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
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SIMPSON
HDA Holdowns Strong-Tie
• Allowable loads for HDA Holdowns have traditionally been limited by the calculated value of their stud bolts. .
Pft 1
Preliminary testing to the new acceptance criteria for testing and evaluating holdowns(AC 155)indicates r.
that the ultimate capacity divided by a factor of safety exceeds the previously calculated values; however, ,,ea
- the allowable loads are limited by deflection under the new critieria. Since significantly lower deflections �i 15
are obtained with comparable SDS-style holdowns we recommend the use of the HDU series of holdowns sa
(see page 37). For those conditions which necessitate a bolted holdown our existing HD product line R
provides the best alternative for high loads at low deflection. rto
HO holdowns a
HD holdowns provide a bolted holdown solution. 1 /�. '
NEW!The 11019 is a high-capacity bolted holdown designed 4^I�I Minimum
for applications that require loads beyond the capacity of the HDU �/ memo r
series holdowns.The HD19 can be installed back-to-back when thickness
maximum capacity is needed or when eccentricity is an issue. Washers must
The HD9,HD12 and HD19 holdowns are self-jigging,ensuring be installed
that the code required minimum of seven bolt diameters from the between boo
nuts and wood
end of the post is met.The HD5 and 7 must be raised such that the
seven bolt diameter minimum from the end of the post is maintained.
MATERIAL:See table FINISH:Simpson Strong Tie®gray paint foo Se
11
INSTALLATION:•Use all specified fasteners.See General Notes.
III•For use in vertical and horizontal applications. N•HD holdowns are required to be installed such that the
bottom stud bolt is a minimum of seven bolt diameters from
the end of the post(2005 NDS,Section 11.5.1)which is Stand off provideslk
indicated by the dimension in the drawing labeled(HB).1109, minimum end HD7
12 and 19 holdowns are self jigging,ensuring that the code distance to end of
post from post bolt 01
(HD5 similar)
required minimum of seven bolt diameters from the end of
the post is met.The HD5 and 7 must be raised such that the Ho Vertical HD19
seven bolt diameter minimum from the end of the post is Installation Minimum
maintained (refer to table for HB dimension). wood
•Bolt holes shall be a minimum of 1/32"to a maximum of/ie" � `�' memberi
kness
0
;t ' larger than the bolt diameter(per NDS,section 11.1.2). y1
1
so
•Standard cut washer required between nut and base when ! J .•, Washers must
using smaller diameter anchor bolts(see footnote 11). s4. beet Installed
between bon
•Stud bolts should be snugly tightened with standard cut HD19 nuts and wood
washers between the wood and nut(BP's are required in (HD9 and HD12 similar)
the City of Los Angeles).
C •The Designer must specify anchor bolt type,length,and Holdown must
be raised off
embedment.See SB and SSTB Anchori
S bolts(pages 27 29). For! holdowns,per ASTM test standards, of sou
•To tie multiple
p 2x members together,the Designer i anchor bolt nut should be finger-tight l
• must determine the fasteners required to join members . plus'/3 to 1/1 turn with a hand wrench,
to act as one unit without splitting the wood (see page with consideration given to possible
220 for SDS values). future wood shrinkage.Care should be HD7
•Refer to technical bulletin T-ANCHORSPEC for post-
taken to not over torque the nut. • Installation
W installed anchorage solutions(see page 191 for details). Impact wrenches should not be used. (HD5 similar)
z CODES:See page 12 for Code Reference Key Chart.
a
ti
Allowable
T
ension
Loads Material(Ga) Dimensions Fasteners DF/SP'C160 •
Deflectionr Model at Highest
Codea
UNo. Base Body HB' SB W H B SO Anchor Stud Wood_MetnberThickness Allowable Ref.
Dia. Bolts 11 21,4 3 '314 41 53 Load
F % 2-3/a 2405 3835 3850 , 4630 4945 —
1105 3 ga 7 ga 5Y4 3 236 6% 3'/Z 316 2Ye 3/4 2-3/4 2405 3835 4055 4875 5010 0.178
0
y 7/3,1 3-7/ — — 6480 6480 6480 6480
Z
1107 5/ie 3 ga 616 31/23Y2 113/a 33/3 221/2221/80.172
1Ye 3-7A3 — — 6600 6600 6600 6600
C
e_ 743,1 3-1 — — 8810 10330 12100 12100
Fe- HD9 3/3 3 ga 7 4 31 16'2 47/,e 3% 21/3 1,/3 3 1 — — 8810 10330 12185 12185 0.178 160
0
o 11012 3/3 3 ga 7 4 3' 205/,e 47/,3 3% 21/3 1 4-1 — --- 11350 12665 142202 0.177
"lli11/4 4-1 -- — -- 11945 13335 15510'
N HD19 3/e 3 ga 7 4 3'/z 24' 47/,3 3% 2'/e Ilk 5-1 — — — — 167352 0.177
0 114 5-1 — — — — — 190702 0.137
1.Allowable loads have been increased for earthquake or wind load durations with shall be accounted for by the Designer when holdowns are raised higher than 8".
no further increase allowed;reduce where other load durations govern. 7.Structural composite lumber columns have sides that show either the wide face or the
2.HD12 and HD19 require a minimum 4x8(in a 3/"wide shearwall)or 6x6 nominal edges of the lumber strands/veneers.Values in the tables reflect installation into the
post to ensure the tension load carrying capacity of the critical net section meets wide face.See technical bulletin T-SCLCOLUMN for values on the narrow face(edge)
the holdown capacity.Designer to evaluate combined bending and tension stresses. (see page 191 for details).
- l 3.HB is the required minimum distance from the end of the stud to the center of 8.To achieve published loads,machine bolts shall be installed with the nut on the o
the first stud bolt hole.End distance may be increased as necessary for installation pposite
(see General Notes).Tension values are valid for holdowns installed flush to,or side of the holdown(see drawing).If reversed,the Designer shall reduce the allowable
raised off of,the sill plate provided that the minimum HB distance is maintained. loads shown per NDS requirements when bolt threads are in the shear plane.
4.The Designer must specify anchor bolt type,length and embedment. 9.For SPF/HF allowable loads use 0.85 of the DF/SP allowable loads.
See SB and SSTB Anchor Bolts(pages 27-29).Refer to technical bulletin 10.Tabulated values may be doubled when the HD holdown is installed on opposite sides of the
T-ANCHORSPEC for retrofit anchor solutions(see page 191 for details). wood member.The Designer must evaluate the capacity of the wood member and the anchorage.
5.Lag bolts will not develop the listed loads. 11.Standard cut washer required under anchor nut for HD5 with 5/3"anchor and HD7,
6.Deflection at Highest Allowable Tension Load includes fastener slip holdown HD9 and HD12 with 7/e"or 1"anchors.HD19 requires a cut washer with 11/6"anchors.
elongation,and anchor bolt elongation(L=8").Additional elongation of anchor bolts 12.Post design shall be by Designer.Tabulated loads are based on 31/2"wide post minimum. 41
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