HomeMy WebLinkAboutX2022-1053 - CalcsX2o�-io��
�j MaritilrYler,
1ZMC Consulting, LLC
jzmc@sbcglobal.net
300 E. 23rd St., Costa Mesa, CA92627 949-244-4423
Project: 3 Maritime, Corona Del Mar, CA 92625
Project Description: Remodel of 1 Story High Vaulted Ceiling Single Family Residence
C A L C U L A T
1 O N
BUILDING DIVISION
MAY 1 0
BY: M.K.
PROJECT: 3 Maritime, Corona Del Mar, CA
CLIENT:
SUBJECT: Design Criteria
Deakin Criteria
PROJ. NO.: 19-23
SHEET:
DATE: 05.02.19
BY: Mike C.
CHKD:
Scone
The scope of the work includes engineering calculations and details for the remodel of
1 story vaulted ceilings single family residence.
Desian Codes:
California Building Code, 2016 Edition
American Concrete Institute, ACI 318-14
American Institute of Steel Construction, AISC 14th Edition
American Society of Civil Engineers, ASCE 7-10
Design Parameters:
Design wind speed:
110mph,
Exposure:
C
Risk Category: II
Seismic data:
Site Class:
D
Fa:
1.0
Fv:
1.5
Ss:
1.669g
Si:
0.608g
Scs:
1.113g
Sol:
0.608g
Risk Category:
I -III
Roof DL: 16.00 psf
Ceiling DL: 5.00 psf
Roof LL: 20.00 psf
Exterior Walls DL: 10psf
Soils Data: 2016 CBC Table 1806.2
Materials:
Concrete Foundation:
Cement
Aggregate
Reinforcing
Grout
Anchor Bolts
Structural Steel
Parallam Beams
Max. soil bearing: 1500 PSF ( 1/3 increase for seismic or wind)
f'c=2,500 psi @ 28days
ASTM C150, Type II
ASTM C33, Max. size 1-1/2"
ASTM A615, Grade 60
Non -Shrink Structural Grout, LINO
ASTM F1554, Galvanized
Simpson connectors
2.0 E, PSL
A
3 Maritime Dr, Corona Del Mar, CA 92625, USA
Latitude, Longitude: 33.6073439, -127.8660557
Date
Design Code Reference Document
Risk Category
Site Class
Park
Newport Center Untd
Methodist Church
CrPekO Mai"�.+; -
� /pr
Sanu�arnr
Curl pr
Map data tc?2019 Google
5/4/2019.1:56:09 PM
ASCE?-10
it
D - Stiff Soil
Type
Value
Description
Ss
1.669
MCER ground motion. (for 0.2 second period)
Si
0.608
MCER ground motion. (for 1.Os period)
SMs
1.669
Site -modified spectral acceleration value
Sur
0.913
Site -modified spectral acceleration value
SDs
1.113
Numeric seismic design value at 0.2 second SA
SDI
0.606
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
F.
I
Site amplification factor at 0.2 second
F,
1.5
Site amplification factor at 1.0 second
POA
0.678
MCEc peak ground acceleration
FpoA
1
Site amplification factor at PGA
PGAM
0.678
Site modified peak ground acceleration
TL
8
long -period transition period in seconds
SsRT
1.669
Probabilistic risk -targeted ground motion. (02 second)
SsUH
1.833
Factored uniform -hazard (2% probability of exceadance in 50 years) spectral acceleration
SsD
3.281
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.608
Probabilistic dsk-targeted ground motion. (1.0 second)
SI UH
0.653
Factored uniform -hazard (2% probability of exceadance in 50 years) spectral acceleration.
SID
1.112
Factored deterministic acceleration value. (1.0 second)
PGAd
1.204
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.911
Mapped value of the risk coefficient at short periods
2.0
1.5
m 1.0
y
0.5
0.0
0.0
MCER Response Spectrum
2.5 5.0 7.5
Period, T (sec)
SO(g)
Design Response Spectrum
2.5 5.0 7.5
Period, T (sec)
— Sa(g)
DISCLAIMER
While the Information presented on this website is believed to be correct, SEAOC =HPD and its sponsors and contributors assume no
responsibility or liability for Its accuracy. The material presented In this web application should not be used or relied upon for any specific application
Without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I
OSHPD do not Intend that the use of this Information replace the sound Judgment of such competent professionals, having experience and
knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of
the seismic date provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of
this wabeite dons not imply approval by the governing building eade bodies responsible for building coda approval and interpretation fvr the building
site described by latitude/longitude location in the search results of this webstie.
PROJECT: 3 Maritime, CDM, CA PROJ. NO: 19-23DATE• 05.01.19
CLIENT: Well Done BY: MC
SUBJECT: Seismic Calulation
site class D
Ss 1.669
Sone 0.608
Fa 1
F, 1.5
SMS 1.669
SMone 0,913
SDS 1,113
SDone 0.608
T 0.06
TL 12
Rf 3
le 1
Csaatc =SDs/(Rr11)
=1.1131(3/1)
0.37 seismic response coefficient
C'smaxl=IF(T<=TL,SD.ndT/(Rt/1),SDone'T1./TA2/(Rf/1))
=IF(0.06<=12,0.608/0.06/(3/1),0.608"12/0.06^2/(3/1))
3.38
Csminl 0.03
Csminl = 0.044Sdsle or Csmint = 0.03
Cs =MAX(MIN(CscaimCsmaal),Csminl,Csmm2)
=MAX(MIN(0.37,3.38),0.03,)
0.37
V =Cs"W
0.37 W seismic base shear
File Name: 3 MWitlme_GDM_Selsmic 18012
Da1a:51 2019
"ASCE710W.xls" Program
Version 1.0
WIND LOADING ANALYSIS - Main Wind -Force Resisting Sy
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
[_Using Method 2: Analytical Procedure (Section 27 & 28) for Low -Rise Buildings
Job Name: I Subject: Wind Load
Wind Speed, V =
110
Bldg. Classification =
II
Exposure Category=
C
Ridge Height, hr =
18.00
Eave Height, he =
12.00
Building Width =
40.00
Building Length =
60.00
Roof Type =
Gable
Topo. Factor, Kzt =
1.00
Direct. Factor, Kd =
0.85
Enclosed? (Y/N)
Y
Hurricane Region?
N
MC
mph (Wind Map, Figure 26.5 -1A -C)
(Table 1.5-1 Risk Category) Wind
(Sect. 26.7) -�
ft. (hr >= he)
ft. (he <= hr)
ft. (Normal to Building Ridge)
ft. (Parallel to Building Ridge)
(Gable or Monoslope)
(Sect. 26.8 & Figure 26.8-1)
26.6)
26.2 & Table 26.11-1)
Roof Angle, 0 = 16.70 deg.
Mean Roof Ht., h = 95.00 ft. (h = (hr+he)/2, for angle >10 deg.)
Check Criteria for a Low-RiseBuilding:
1. Is h <= 60'? Yes, O.K. 2. Is h <= Lesser of L or B?
rnal Pressure Coeffs., GCpf (Fig. 28.4-1):
values, see following wind load tabulations.)
live & Negative Internal Pressure Coefficients, GCpf (Table 26.11-1):
+GCpf Coef. = 0.1 8
(positive internal pressure)
-GCpf Coef. = 0.18 (negative internal pressure)
h < 15 then: Kh = 2.01 *(15/zg)A(2/a) (Table 28.3-1)
h >= 15 then: Kh = 2.01 *(z/zg)A(2/a) (Table 28.3-1)
a =1 9.50 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.85 (Kh = Kz evaluated at z = h)
tievation
Yes. O.K.
elocity Pressure: qz = 0.00256*l z Kzt*Kd*VA2 (Sect. 28.3.2, Eq. 28.3-1)
qh =22.35 psf qh = 0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z = h)
esign Net External Wind Pressures (Sect. 28.4.1):
= qh*[(GCpf) - (+/-GCpf)] (psf, Eq. 28.4-1)
and Roof End Zone Widths 'a' and'2*a' (Fig. 28.4-1):
a = 4.00 ft.
2*a = 8.00 ft.
ih.
1 of 3 5/5/2019 10:56 PM
"ASCE710W.xls" Program
Version 1.0
MWFRS Wind Load for Load Case A
MWFRS Wind Load for Load Case B
Surface
GCpf
p = Net Pressures sf)
Surface
*GCpf
p = Net Pressures ( sf
w/ +GC i)
w/ -GCpi)
w/ +GC i
w/ -GCpi
Zone 1
0.50
7.18
15.23
Zone 1
0.40
4.92
12.96
Zone 2
-0.69
-19.45
-11.40
Zone 2
-0.69
-19.45
-11.40
Zone 3
-0.46
-14.21
-6.16
Zone 3
-0.37
-12.29
-4.25
Zone 4
-0.40
-12.95
-4.90
Zone 4
-0.29
-10.50
-2.46
Zone 5
---
---
---
Zone 5
-0.45
-14.08
6.03
Zone 6
---
---
---
Zone 6
-0.45
-14.08
-6.03
Zone 1E
0.76
12.92
20.97
1E
0.61
9.61
17.66
Zone 2E
-1.07
-27.94
-19.89
2E
-1.07
-27.94
-19.89
Zone 3E
-0.65
-18.66
-10.61
3E
:Zone
-0.53
-15.87
-7.82
Zone 4E
-0.59
17.29
-9.25
4E
-0.43
-13.63
-5.59
Zone 5E
---
---
---
5E
0.61
9.61
17.66
Zone 6E
---
---
---
6E
-0.43
-13.63
5.59
*Note: Use roof angle 0 = 0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E:
Zones ME dist. =F-2-00-0 ft.
For Case B when GCpf is ne in Zones 2/2E:
Zones 2/2E dist. = 30.00 ft.
Remainder of roof Zones ME extending to ridge line shall use roof Zones ME pressure coefficients.
MWFRS Wind Load for Load Case A, Torsional Case
MWFRS Wind Load for Case B, Torsional Case
Surface
GCpf
p = Net Pressure sf)
Surface
GCpf
p = Net Pressure (Pat)
(w/ +GC i)
w/ -GCpi
(w/ +GC i)
(w/ -GCpi)
Zone 1T
---
1.80
3.81
Zone 1T
---
1.23
3.24
Zone 2T
---
-4.86
2.85
Zone 2T
-4.86
-2.85
Zone 3T
-3.55
-1.54
Zone 3T
---
-3.07
-1.06
Zone 4T
3.24
-1.22
Zone 4T
---
-2.63
0.61
Zone 5T
---_
---
---
Zone 5T
---
-3.52
-1.51
Zone 6T
---
---
---
Zone 6T
3.52
1.51
Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone.
Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone.
Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone.
Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone.
Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls.
Zone 5E & 6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T Is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings
<= 2 stories framed with light frame
construction, and buildings <=2 stories designed
with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
2 of 3 5/5/2019 10:56 PM
C,
7k
i)in.r
"ASCE710W.xls" Program
Version 1.0
Load Case A
6 -
Load Case 6
Basic road Cases
Transverse Direction
Ca
Longitudinal Direction
Torsional Load Cases
3 of 3 5/5/2019 10:56 PM
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14
Standard Application on Concrete Foundations r
Allowable Out -of -Plane Loads (psf)
for Oingla Cltory Walla on nonarato Moundatione
Abdel A" Load
7
Nomnel Height of Shearwall(O,)
8
9
Width (in.) 0119.) 8
9
10 11
12
13
1000 200
140
105 N/A
WA
WA
12 4000 150
1fr;
10 WA
WA
WA
7500 90
55
25 WA
WA
WA
1000 165
130
100 80
70
WA
15 4000 130
95
10 50
40
NtA
7500 95
65
45 30
15
WA
18 1500 310
215
160 120
90
7o
21 7500 260
185
135 100
70
50
24 1500 275
195
135 105
80
65
1.
S. Allowable out -of plane toads far
Ilia 12 and
15 -inch walls may
walM with no hutha mauve m load Glowed,
be;incartyintamc+alad tx:lwcen
ilia: anal load, shown.
2. Axial load dettoles mammurn gravity load permitted on entire
6. fable leads apply only to single -story walls on concrete
parrot acting in comhinatien wash the o&otplane toad.
foundations.
3. (.cad c.m;idms a dd6.fian!'mdt or td240.
7. NM .chlor Applicable.
4. Values are applicable to either the ASD basic or aserna6ve basic
load crindmialions.
Axial Capacities for Single -Story Walls on Concrete Foundations
mom Compresefon capacity with No Laden( beads (OIs.)
Will Nominal Height of Shommmill (R.)
M)
1. Compte^.,sien r;uCka�rty is;:x..sar of wallbucle ng capacity cr 2.500
pia concrete bearing fmM.
nf
2. Coamssion oaatimlyat wait assumes no lateral loads preoerit.
See aQow.rble imptane ar evtuf plvte toad tablas far combined
literal and mal loading conditions.
10
W
000
0
0
0
7
7.4
8
9
12
202.00
19000
17200
145
15
25300
24200
22600
20
1B
42500
40400
3'1500
3290
21
43700
41100
37500
3206
24
51600
48800
44800
3870
1. Compte^.,sien r;uCka�rty is;:x..sar of wallbucle ng capacity cr 2.500
pia concrete bearing fmM.
nf
2. Coamssion oaatimlyat wait assumes no lateral loads preoerit.
See aQow.rble imptane ar evtuf plvte toad tablas far combined
literal and mal loading conditions.
10
W
000
0
0
0
11
12
13
11800
WA
WA
WA
17400
14900
12600
WA
28400
24100
20200
17200
26760
22000
18400
15700
32900
27400
22900
19500
3. Values, are applicable
to either the
ASD basic a alternative basic
Icad comM'natbns.
2150
2500
4. Table- Inds apply ordy to,nV, .n.tay, wsL on concrete
foundations.
5- NIA -Mot Applicable.
Allowable Tension Loads for Steel Strong-WallO Wood Jamb Stud
Abdel Tension Capacity per Jamb Sled ((les.)
Width Nominal Height of Sheanem (ft.)
(n )
1. Allmabls tcn„ion food Is boacd on uapadry of Inc tim,er of the
carvacaon between the stud and the steel slmvwall a stud
tension Casualty. The capacity at the 85W wall anchm bolt and
anchorage to the foundation must be adcctuate to transfix the
additional tension.
10 it 12
7
7.4
8
9
12
1535
1535
1845
2150
15
1845
2150
2460
2500
18
1845
1845
2150
2500
21
1845
1845
2150
2500
24
1845
1845
2150
2500
1. Allmabls tcn„ion food Is boacd on uapadry of Inc tim,er of the
carvacaon between the stud and the steel slmvwall a stud
tension Casualty. The capacity at the 85W wall anchm bolt and
anchorage to the foundation must be adcctuate to transfix the
additional tension.
10 it 12
13
2500 WA WA
WA
2500 3070 3685
WA
2,500 3380 3685
3980
2500 3070 3685
3980
2500 3010 3685
3980
7, 1 mdc incluse a 1.601cad duration massae for wacd wit;mIed
to wind or earthquake. Reductions for other load
durations most
be taken according to the applicable code.
3. WA -Not Applicable.
PARTIAL FOUNDAToION PLAN
5/0" X 10° A. BOLTS ®18"O.C.
MINIMUM 2 A.B. PER PLATE SECTION LOCATED NOT MORE 12°
FROM CORNERS & ENDS OF THE SECTION (7" MIN. EMBED.)
W/ 3" X 3" X 0.229" STL. PLATE WASHERS MIN.
PROVIDE POST AND HOLD DOWN HARDWARE AT
ALL END OF THE SHEARWALLS
HOLD
DOWN
HARDWARE MUST BE SECURED IN PLACE PRIOR
O
CONCRETE
SCHEDULEOF STRUCTURAL CONCRETE 28 DAY MIN. STRENGTHS ARE AS FOLLOWS:
FOOTINGS ...................2,500 PSI MINIMUM.NO SPECIAL INSPECTION REQUIRED
SLABON GRADE......................................................2, 500 PSI
CEMENT TYPE:.........................................................0.45
WATER -R A110 :.......................................................
2.0E Parallame PSL Headers and Beams
Allowable Design Stresses
(100% Load Duration)
Shear modulus of elasticity G = 125,000 psi
Modulus of elasticity E - 2.0 x 106 psi
Flexural stress Fb = 2,900 psi(')
Compression perpendicular to grain
parallel to wide face of strands Fes, - 750 psi(z)
Compression parallel to grain Fre = 2,900 psi
Horizontal shear perpendicular
to wide face of strands F,. = 290 psi
(1) For 12 -inch depth. For others, multiply by r e 16.111
(2) F� shall not be increased for duration of load J
Allowable Design Properties
(100% Load Duration)
1W1 2.0E Parallam® PSL
m
�gn Property
Depth
9114"
992u
1 11114"
117/e"
14"
mart {Gibs.
6,210
3,130
115
6,530
3,215
125
8,985
3,805
208244
9,950
4;020
1 13,580
1 4,735
400
s,hI0,;.";; ear; lbs
of Inarlfa (irn4
'i", etg8t
5,1
5.2
6.2
6.5
7.7
* 2"As" 2.OE Parallam® PSL
91
31A" 2.0E Parallam® PSL
N
•.1
Dept'
,
9114"
947"'
11+1+"1
ttr(a"
1 14"
16"
38"
€'tf iisnt`,
[6rlbs -.
9,535
10,025
13,800
15,280
20,855
26,840
43,665
':..9,390
6,260
4,935
5,845
6,170
7,275
8,315
12,180
dti'.
' dnitBa 1nf4
175
192
319
375
615
917
:33,5304,805
-r
sC' F
7.8
8.0
9.5
10.0
1LS
13.4
31A" 2.0E Parallam® PSL
5W1 ME Parallam® PSL
N
•.1
Depth
,.
9114"
94z":
11114"
117/a"
14"..
_w,
18"
41st ft=16s- ,
12,415
13,055
17,970
19,900
27,160
34,955
43,665
':..9,390
6,260
6,430
7,615
8,035
9,475
10,825
12,180
dti'.
' dnitBa 1nf4
231
250
415
488
800
1,195
1,701
-r
sC' F
10:1
10.4
12.3
13.0
15.3
1Z5
19.7
5W1 ME Parallam® PSL
7" 2.0E Parallame PSL
N
•.1
Depth
9114"
1. 44eu
11112"
1 live
14"
1 16„
I 18"..
'flrlbf)
18,625
19,585
26,955
29,855
40,740
52,430
65,495
':..9,390
12,520
9,645
11,420
12,055
14,210
16,240
18,270
dti'.
aft In,.?)
346
375
623
733
1,201
1,792
2,552
-r
sC' F
15.2
15.6
18.5
19.5
23.0
26.3
29.5
7" 2.0E Parallame PSL
General Assumptions for
Non -Treated Parallam® PSL
• Non -treated, dry -service conditions only.
• Lateral support required at bearing and 24" on -center
maximum.
• Bearing lengths are based on Parallam® PSL's bearing stress
of 750 psi.
• No camber.
• Tables on pages 4-7 include load reductions applied in
accordance with code.
• 1314" x 16" and 1314" x 18" beams require multiple plies.
See page 17 for multiple member beam connections,
N
Depth
911z"'1
11114"
11719" 1
14" i
1 16"
1 8"7
i't-lbs `
24,830
26,115
35,9403
9,805
59,325
69,905
87,325
12,520
12,855
15,225
16,070
18,945
21,655
24,360
dti'.
LP.`ella, tn:4):
462
500
831
977
1,601
Z,389
3,402
20.2
20.8
24,6
26.0
30.6
35.0
39.4
General Assumptions for
Non -Treated Parallam® PSL
• Non -treated, dry -service conditions only.
• Lateral support required at bearing and 24" on -center
maximum.
• Bearing lengths are based on Parallam® PSL's bearing stress
of 750 psi.
• No camber.
• Tables on pages 4-7 include load reductions applied in
accordance with code.
• 1314" x 16" and 1314" x 18" beams require multiple plies.
See page 17 for multiple member beam connections,
J
Beam on Column Cap
q�
r
1
u 'T4I�� �Naoi
nkx�•-
�s
�b
P2
Column Base
Elevated Column Base
a ,?
,Y
e, rr end
c 9
0
Optional
non-ehrInk
rout
AllOWaD1e AX101
LUO"a
:.
x 3112"
""m
3112'
x 5//a"
311z"
x 7"
Column
5ize
54<"
100%.
x 5s)<"
115%
125%
5tla"
100%
x 7"
115%
125%'
71 5%
100% 115% 125%'
Effective
Column 3112"
Length /100%
115%
17,202
125%
11,551
9,375
100%
15,897
13,111
175%
16,804
13,715
'125%
17,326
14,063
100%
27,196
17,487
175%
22,405
78,287
125%
23,101
78,751
33,300
30,016
36,685
32,551
38,743
34,041
6' 10,598
7' 8,740
8e. - 7,270
9,143
7,553
7,716
70,905
11,330
11,574
14,539
15,106
15,432
26,655
28,499
29,565
35,540
37,998
39,420
34,175
9r` '. 6,115
6,323
6,441
9,173
9,484
9,662
12,231
12,645
12,883
23,484
24,845
25,631
31,312
33,127
28,937
29,733
270': ' 5,203
5,359
5,449
7,805
8,039
8,173
10,407
10,718
10,897
20,667
21,703
16,870
22,300
17,760
27,556
555
21,12
22,413
22,907
3,885
3,979
4,033
5,827
5,969
6,050
7,770
6,005
7,959
6,129
8,061
6,199
16,166
ARR
7V6 36,136
"'.--14'>-. 3,003
3,064
3,099
4,504
4,596
4,649
0,483
10,78
10,952
13,977
14,375
14,603
26,498 29,648 30,312
16'
8,673
8,890
9,013
11,565
11,853
12,018
24,027 24,871 25,356
18'
7,286
7,447
7,540
9,715
9,930
10,053
20,481 21,118 21,484
- 20'
17,638 18,131 18,413
22!:
15,333 15,722 15,944
24'.
General Notes
• Table is based on:
- Solid, one-piece column members used in dry -service conditions.
- Bracing in both directions at column ends.
- NDS®, 1997 edition.
• Allowable loads accommodate axial loads only with 116 column widthithickness eccentricity.
1.8E Parallams PSL Columns
Allowable Design Stresses
(100% Load Duration)
Modulus of elasticity E = 1.8 x 106 psi
Flexural stress F6 = 2,400 psi(t)
Compression parallel to grain F,i, = 2,500 psi
sz 0111(1) For 12 -inch depth. For others, multiply by Fal
General Notes
• Hanger capacity may be more or less than that of the supported member; Nailing Requirements
therefore, both the hanger and the Parallam® PSL capacities must be
Fill all round and positive angle nail holes with the proper nails.
checked. • lod x 1112" nails are 9 gauge (0.148" diameter) by 1112" long.
• Leave 1116" clearance (118" maximum) between the end of the supported • 10d nails are 10d common (0.148" diameter) by 3" long.
member and the support member or hanger.
• 16d nails are 16d common (0.162" diameter) by 311z" long.
Header Assumptions
• Hangers supported by headers of Microllam® LVL, Parallam® PSL,
TimberStrande LSL, Douglas fir, southern pine or spruce -pine -fir.
• Top flange hangers supported by 6x6 minimum size headers.
• Face mount hangars supported by 2" minimum width headers.
Other Possible Solutions
Not every solution is shown. For other solutions, refer to Trus Joist software or
contact your Trus Joist representative.
The hangers listed are manufactured by Simpson Strong -Tie® Company, 16c -
For additional information, refer to current Simpson Strong-Tieo Company,
Inc., literature.
Face Mount Hangers
Top Flange Hangers
Maximum
Supported
.;
': Netl Tyke .,
"MSxlmum.
Supported
.;Mbmber
Hanger
Nail
Type
a
(lbs)
Mebsbm
Hahger
, :
"Header
..
Lozd .
Depth
Header
Jotst
142"
1390(0
D'ePph
WPU1.8119.25
16d
JbtfC
lod x 142"
4165'
4165
911+° - 91/2"
HU7
HU11
16d
16d
10d x
lodx P/z"
2550(1)
9114"�'
MIT9.5
16d
10d x 142"
1565
Z! 11114"-14"
14,
HU 14
16d
10d n I lk"
32500)
gill
WPU 1.81/9.5
16d
10dx 1112"
4165
94a' - 1111+"
HU48
16d
10d
1160
� 11119"
WPU1.81111.25
16d
tOdx 1412"
4165
HU412
16d
10d
1855(')
MITI 1.89
16d
10d x 142"
1565
§ 1111<" - 16" .
HGUS412
16d
16d
8155
1111x^ -
WPU1.81H1.88
16d
10 Ill
4165
„�
HU416
16d
10d
295651)
1,
WPU7.81/14
16d
10d x i11
4165
14" - 18" -.
HGV5414
16d
16d
911<":
GLTV3.5619.25
16d
16d
4260
g° 9119" -1111a"
HU5.3119
16d
16d
16250)
9112"
GLTV3.59
16d
16d
1 4260
HU5.31/11
16d
16d
18550)
91119°
GLTV3.56/11.25
16d
16d
4260
:14'
1111x" -18"
HU5.31/14
16d
16d
209010
11118"
GLTV3.511
16d
16d
4260
-14" - tg"
HGU55.50/14
16d
16d
9565
16250)
f° 14";
GLTV3.514
16d
16d
4260
'g 91/9"%- 14'
HU410-2
16d
16d
16'8
GLTV3.516
16d
ibd
4260
111141 - ib"
HGU57.25/12
16d
16d
8155
18.1.
GLTV3.518
16d
16d
4260.
HU414-2
16d
ibd
2320(0
9114
GLTV5.5019.25
16d
16d
4260
14'-78"
HGU57.25114
16d
ibd
9565
i� 9111°
GLTV5.59
16d
16d
16d
4260
4260
(1) Value may be incsemed for duration of load.
GLTV5.50/11.25
16d
2 11�t1!°
HGLTV5.511
16d
16d
6000
HGLTV5.514
16d
16d
6000
HGLTV5.516
16d
166
6000
HGLTV5.518
16d
16d
6000
11718' ;
HGLTV411:88-2
16d
16d
6000
6000
The hartger values Usted:,do not apply to Wolmrtnized®
Al
HGLTV414-2
16d
16d
6000
ParaUam®
PSC.
'16a
HGLN416-2
16d
16d
'.18"
HGLTV418-2
16d
16d
6000
• Loads may not be increased for duration of load.
General Notes
• Hanger capacity may be more or less than that of the supported member; Nailing Requirements
therefore, both the hanger and the Parallam® PSL capacities must be
Fill all round and positive angle nail holes with the proper nails.
checked. • lod x 1112" nails are 9 gauge (0.148" diameter) by 1112" long.
• Leave 1116" clearance (118" maximum) between the end of the supported • 10d nails are 10d common (0.148" diameter) by 3" long.
member and the support member or hanger.
• 16d nails are 16d common (0.162" diameter) by 311z" long.
Header Assumptions
• Hangers supported by headers of Microllam® LVL, Parallam® PSL,
TimberStrande LSL, Douglas fir, southern pine or spruce -pine -fir.
• Top flange hangers supported by 6x6 minimum size headers.
• Face mount hangars supported by 2" minimum width headers.
Other Possible Solutions
Not every solution is shown. For other solutions, refer to Trus Joist software or
contact your Trus Joist representative.
The hangers listed are manufactured by Simpson Strong -Tie® Company, 16c -
For additional information, refer to current Simpson Strong-Tieo Company,
Inc., literature.
on Concrete Foundations Q�
1..;FF;i i1E
Seismic°
Wind
WIo1Ja6)C
sw
(lbs-) -
lea
Sheartoadv
e.u.l �,..�.... *....e......
AlhrvableShear AllmaWeShW
nu,...w.W.wo
ShearLaadV
mart UL wimtor �anmm�a[
ASowableShear Allowable Shee
Vbs.)
(n.)
pba)
(lbs.)
(i•)
(1t)
1000
955
0.36
0840
1215
0.46
13620
SS7J12x1
4000
055
0.36
0840
1095
0.42
11765
7500
890
0.34
0010
890
0.34
9010
1000
1855
0.36
1S655
1860
0.36
15715
S015x7
4000
1665
0.33
13550
1665
0.33
13550
7500
1445
0.28
11340
1445
0.28
11340
1000
2905
0.34
10660
3480
0.41
25805
SSW16x7
4000
2005
0.34
19660
3250
0.38
23135
1500
2905
0.34
19660
2980
0.35
20310
'.,
1000
4200
0.32
23755
4440
0.34
25710
SSW21x7
4000
4200
0.32
23155
4440
0.34
25710
1500
4200
0.32
23755
4310
0.33
24635
1000
5405
0.29
26270
5730
0.31
27835
Q
SSW24xl
4000
5495
0.29
26710
5?30
0.31
21835
7500
5495
0.29
26270
5130
0.31
2!835
U)
1000
8'10
0.39
0515
1105
0.49
13010
SSW12x7.4
4000
870
0.39
9515
970
0.43
10940
�}
7500
750
033
7490
750
0.33
7940
.{--
1000
1685
0.30
15035
1700
0.39
15215
(✓)
SS9415x7.4
4000
1500
0.34
12085
1500
0.34
12905
1500
1270
0.29
10510
1270
0.29
10510
1000
2700
0.37
19415
3255
0.44
25790
SSW18x7.4
4000
2700
0.37
19415
3040
0.42
23125
1500 -
2100
0.37
19475
2100
0.38
20390
1000
3890
0.35
23420
4230
0.38
26405
SSW21x7.4
4000
3800
0.35
23420
4230
0.38
26405
1590
3800
0.35
23420
4035
0.36
24655
1000
5330
0.34
21610
5450
0.34
28485
SSW247.4
4000
5330
0.34
27610
5450
0.34
28485
1500
5330
0.34
27610
5450
0.34
28485
1000
775
0.42
0180
985
0.53
12560
SSW12x8
4000
175
0.42
9180
865
0.41
10550
7500
GGS
0.36
7630
665
0.36
7630
1000
1505
0.42
14515
1530
0.43
14835
BMW
4000
1345
0.37
12545
1345
0.37
12545
7500
1135
0.32
10190
1135
0.32
10190
1000
2480
0A1
19525
2965
0.50
25195
SSP88a8
4000
2480
0.41
19525
2190
0.47
23160
1500
2480
OAi
10525
2560
0.43
20,110
1000
3560
0.39
23360
3960
0.43
27240
SSW21x8
4000
3560
0.39
73360
3960
0.49
27240
7500
3560
0.39
23360
3700
0.41
24660
1000
4865
0.37
27435
5165
0.39
29370
SSW248
4000
4865
0.31
21435
5105
0.39
29370
7500
4865
0.37
27435
5655
0.39
28960
1000 -
660
0.47
8745
840
0.60
11915
SSW12x9
4000
660
0.47
8145
705
0.50
9485
7500
505
0,36
6380
505
0.36
6380
1000
1315
0.45
14250
1315
0.47
14250
SSWi5x9
4000
1130
0.38
11140
1130
0.40
11740
7500
925
0.31
9235
025
0.33
9235
1000
2145
0.41
16800
2645
0.58
25800
554910x9
4000
2145
0.41
18890
2470
0.54
23130
7500
2145
0,47
18890
2265
0.50
20370
1000
3145
0.46
23265
3590
0.52
28215
SSW21x9
4000
3145
OAS
23265
3530
0.51
27490
1500
3145
0.46
23265
3280
0.47
24680
1000
4285
0.44
21210
4605
0,47
30150
S91124x9
4090
4285
0.44
21210
4605
0.47
30150
7500
4285
0.44
21210
4480
0.46
28970
Soe Iculnota on pogo 13.
12
14
Standard Application on Concrete Foundations „t
Allowable Out -of -Plane Loads (psQ
{Asr Ongla Qtory Walla on Conoroto 1°oundations
Model Allow Load Notnnal Nekpof Shearwall (fL)
Wift
(m•)
Qhed
8
9
10
it
12
13
on.) 7 7.4
1000
200
140
165
NIA
WA
WA
12
4000
150
IlL
70
WA
WA
WA
21 43700 41100
7500
90
55
25
WA
WA
WA
1. Conaprbasion capacity is ay..,ser of wail bucking
1080
165
130
100
80
70
WA
15
4WD
130
95
10
50
40
WA
7500
95
65
45
30
15
WA
18
7500
310
215
160
120
90
70
21
7500
260
185
135
100
70
50
24
1500
275
195
135
105
80
65
I, Loads show nwe at ASD level n Pounds per squats fool (case of
wall wish no further increase m load Glowed.
2. Axial load denotes mammum gravity lead permitted on mire
Pam l acting in combination with the out at plane lead.
^e. Load corwiders a deneotion Ihit of W.40.
4. VduaaaeapplicablatoeilbutheASDbwicordienalivehasic
load coml:.4raiions.
5. Alow.ahie QUI -Of -Plane loads far ilia 12 and 16 -inch walls may
be;noaty interpolated between the aria) leads shown.
6. table loads apply only to single sttxy walls on concreto
roundkllmns'-
7. N/A,=Not ApWicable,
Axial Capacities for Single -Story Walls on Concrete Foundations
Model
Compreeidon capww wide No tatamt Loadsj9ta.)
Width Rov incl 06W of Shearwa9 (R)
1YxIN
Nominal Height of %WWAU (0.)
(in.) 7 7.4 9
9 10 it
on.) 7 7.4
8 9 10 11
12
13
12 20200 19000
17200 14500 11800 WA
WA
WA
15 25300 24200
22600 20000 17400 14900
12600
WA
18 42500 40400
37500 32900 28400 24100
20200
17200
21 43700 41100
37500 32fk70 26100 22000
18400
15700
24 51600 48800
44800 38700 32900 27400
22900
19500
1. Conaprbasion capacity is ay..,ser of wail bucking
capacity or 2,500 3. Values as applicable to either the
ASU basic a alternative basic
ped concrete bearing limit.
lead combinatiom.
anchorage to the founclation masa be adequate: to transfer the
3. WA Not Applicable.
2. Compression VOliaaty of waB assumes no lateral loads pr. v nt. 4. Table lads apply only to c nal eIory
w Ste on concrete
See allowable implano a out of -plane load tablas for combined foundations.
lsteral and a" loading conditions.
5. WA -Not Applicable.
Allowable Tension Loads for Steel Strong -Wallas Wood Jamb Stud
Madel Tension Copatdty perJamh Stud (Mr.)
Width Rov incl 06W of Shearwa9 (R)
(in.) 7 7.4 9
9 10 it
12
13
12 15% 1535 1845
2150 2500 WA
WA
WA
15 1845 2150 246D
2500 2500 3070
3885
WA
18 1845 1845 2150
2500 2500 3360
3685
3980
21 1845 1845 2156
2500 2500 3010
3685
3980
24 1845 1845 2150
2500 2500 3010
3685
3980
1. Almvabro acn�on row b board on capldly of the Doer of fhaT
7.. 1 cads ncludn a 1.60 [cad duration owilao for wood bubldated
coru:acnon belween the. stud and the steci sba afl a stud
to wind ar eanhquakoe Reduction.; for other load durations most
teruNm calaidty. The capacity at the SSW well anchor boll and
be taken according to the opplicabfe code.
anchorage to the founclation masa be adequate: to transfer the
3. WA Not Applicable.
additional tension.