Specifications Ta%C.46 2015 60555
S-v wo sal S?• L
RECEIVE'
R ►FINED
MAR 5 2015
JAN 2 r
CITY OF FIGARO
BUILDING DIVISION CITY O IG >D
BUILDI G DIVIS ON
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
5.�p1}CTURq[
PROs?8
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EXPIRES:06/30/2015
Englekirk
STRUCTURAL ENGINEERS
888 S.Figueroa Street
18th Floor
Los Angeles,CA 90017
These calculations are reproduced here only for submittal to the governing building authority to assist in
obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculations 323.733.6673 T
without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for any purpose.
Computations involving scientific principle only serve os a guide for the experienced engineer and to assist www.englekirkcom
in making engineering decisions. The final design is reflected only in the construction documents.
Project No
Englekirk Date l — 11-
www.englekirk.com
Prepared by
Sheet No -s
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• i r e S� ��5 (pie-r_(
p'77 Sick
2
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520
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toe Sr s-077 71 ALL 5
17/14 Design Maps Summary Report
USGS Design Maps Summary Report
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
1 2mi Cedar HiI1;E,. p ""' -' "'7 I s0oon •
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eaverton
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Milwaukie
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Kuiron • rd • .,
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AMERICA
TualatiB2oi4 MapQuert
USGS-Provided Output
S5 = 0.977 g SMS = 1.084 g SUS = 0.722 g
S1 = 0.425 g SM1 = 0.669 g S01 = 0.446 g
For information on how the SS and S1 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
0.99
1.10 0.80
0.99 0.72
0.89 0.64
0.77 0.56
Si 0.66 0.49
VI 0.55 r N 0.40
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.50 1.80 2.00
Period, T(sec) Period, T(sec)
For PGAM, T„ C,s, and Ck, values, please view the detailed report.
• Hoedowns&Tension Ties
SIMPSON
HDA Hoedowns
Strong-Tie
Allowable loads for HDA Hoedowns have traditionally been limited by the calculated value of their stud bolts. l
111 Preliminary testing to the new acceptance criteria for testing and evaluating holdowns (AC 155) indicates
that the ultimate capacity divided by a factor of safety exceeds the previously calculated values: however„;" , Z
„.> e
the allowable loads are limited by deflection under the new critieria. Since significantly lower deflections 1\ �” $
are obtained with comparable SOS-style holdowns we recommend the use of the HDU series of holdowns 1 g
(see page 37). For those conditions which necessitate a bolted holdown our existing HD product line " ,
provides the best alternative for high loads at low deflection. 4
m
HD Holdowns ea
HD holdowns provide a bolted holdown solution.
NEW!The HD19 is a high-capacity bolted holdown designed . minimum -'"�?1
for applications that require loads beyond the capacity of the HOU �C/ member p y member::.
series holdowns.The HD19 can be installed back-to-back when -iJ :Sickness
maximum capacity is needed or when eccentricity is an issue.
The HD9,HD12 and HD19 holdowns are self-jigging,ensurin
Washers installed
ensuring be instaeed
that the code required minimum of seven bolt diameters from the between bob
end of the post is met.The HD5 and 7 must be raised such that the nuts and vrood
seven bolt diameter minimum from the end of the post is maintained. ■
MATERIAL.See table FINISH:Simpson Strong-Tie''gray paint see
INSTALLATION:•Use all specified fasteners.See General Notes. 58 foonote Cl
•For use in vertical and horizontal applications.
•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 provides
indicated by the dimension in the drawing labeled(HB).HD9, minimum end H07
12 and 19 holdowns are self-jigging,ensuring that the code
distance to end m
required minimum of seven bolt diameters from the end of post from post bob (HD5 similar)
the post is met.The HD5 and 7 must be raised such that the Ne Vertical HO19
seven bolt diameter minimum from the end of the post is Installation
maintained (refer to table for HB dimension). Minimum
me m r
wood
•Bolt holes shall be a minimum of Y3i to a maximum of'AG' m F I r member
larger than the bolt diameter(per NDS,section 11.1.2). ys -' thickness
•Standard cut washer required between nut and base when yd�
:41
Y vi -. Washers must
using smaller diameter anchor bolts(see footnote 11). et installed
bol
•Stud bolts should be snugly tightened with standard cut
between and bolt
HD19 nuts and wood
washers between the wood and nut(BP's are required in (HD9 and 1-1012 similar)
the City of Los Angeles).
•The Designer must specify anchor bolt type,length,and -- Hoedown must- -
embedment.See SB and SSTB Anchor bolts(pages 27-29). For holdowns,per ASTM test standards, be raised all
•To tie multiple 2x members together,the Designer anchor bolt nut should be finger-tight or sue
must determine the fasteners required to join members plus Y3 to Y2 turn with a hand wrench,
to act as one unit without splitting the wood (see page with consideration given to possible
20 for SDS val ues). future wood shrinkage.Care should be
a •Refer to technical bulletin T-ANCHORSPEC for post- taken to not over-torque the nut. Vertical HO7
o installed anchorage solutions(see page 191 for details). Impact wrenches should not be used. Installation
z CODES:See page 12 for Code Reference Key Chart. (HD5 similar)
Cr ( -- —_—
! Material(0a)I Dimensions Fasteners Allowable Tension Loads
i Model OF/SP(160) Deflection
a No.
at Highest Code
0 Base Body HB' SB W H B SO I Anchor Stud Wood Member Thickness Allowable Ref.
Oia. Bolts 1% 2% 3 ;II 3% 4% 5% Load
togiit
HD5 3 ga 7 ga 5'i. 3 2�i6 636 3'h 3'.b 2'fi % ' 2-3'' 2405 3835 3850 I. 4630 ' 4945_ 3/4 2-3/4 2405 3835 4055 1 4875 5010 - 0.178
o HD7 Vie 3 ga 6% 314 3'r1 11% 3% 2% 2'/e 2�1 3'� — - I 6480 6480 6480 6480
i'% 3-2/e J 6600 6600 6600 6600 0'172
HD9 3/e 3 ga 7 4 31/2 161/2 4'/,e 3% 21/2 1',1 33--11 — 8810 10330 12100 12100
8810 10330 12185 12185 4 0.178 160—
o
cp
11012 ' % 3 ga 7 4 3'% 20%e as 3% 2% 1 4-1 — — — 11350 12665 142202 0.177
o
— ! 1'/s 4-1 — — - 11945 13335 155102 _
4 HD19 a/e 3 ga 7 4 13'k ( 24Th 4�/,c 3% 2,� 11b 5 1 — — — — _ 167352 0.177—
11 I 1% 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 tile
2.HD12 and H019 require a minimum 4x8(in a 31/2'wide shearwall)or 6x6 nominal edges of the lumber strands/veneers.Values in the tables reflect installation into the
lbpost 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.
3.HB is the required minimum distance from the end of the stud to the center of (see page 191 for details).
the first stud bolt hole.End distance may be increased as necessary for installation 8.To achieve published loads.drawing).It bolts shall be installed with the nut on the opposite
(see General Notes.Tension values are valid for holdowns installed flush to.or side of the holdown(see drawing).It reversed,the Designer shall reduce the allowable
raised off of,the sill plate provided that the minimum FIB distance is maintained. loads shown per NOS 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 DE/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 3'e'anchor and HD7,
6.Deflection at Highest Allowable Tension Load includes fastener slip holdown HD9 and HD12 with 7/a'or 1"anchors.HD19 requires a cut washer with 1'h"anchors.
elongation,and anchor bolt elongation IL=8°1.Additional niennatinn nf,nnh",r,,.nn 11 n,.., -:__ .," -. ..
Projeu No t3- 9712
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