HomeMy WebLinkAboutParcel Map 21361 Soils Reportz r�
L`IGHTON and ASSOCIATES Do
CELEBRATES
INCORPORATED 25
/�/\/•' YEARS
- 986'
SOIL ENGINEERING GEOLOGY GEOPHYSICS GROUND WATER HAZARDOUS WASTES
I(S�
PRELIMINARY GEOTECHNICAL INVESTIGATION
AND LIQUEFACTION STUDY, PROPOSED COMMERCIAL SITE
70+ ACRES, PARCEL MAP 21361
NORTHEAST OF WINCHESTER AND YNEZ ROADS
RANCHO CALIFORNIA, CALIFORNIA
July 11, 1986
Project jec"t No; 6860619-01
Prepared for:
Kaiser Development Company
27405 Ynez Road
Rancho California, California 92390
Attention: Mr. Csaba Ko
1989 ATLANTA AVENUE, SUITE 1, RIVERSIDE, CALIFORNIA 92507
(714) 788-5800
636J619-01
TABLE OF CONTENTS
Section
Page No.
1.0 SUMMARY OF SITE CONDITIONS AND PROPOSED DEVELOPMENT 3
1.1 Site Conditions 3
1.2 Proposed Development 3
2.0 SUMMARY OF GEOTECHNICAL ENGINEERING CONDITIONS 4
2.1
Geologic Setting -
4
2.2
Earth Materials
4
2.2.1 Pauba Formation
(Qps) 4
2.2.2 Older Alluvium
(goal) 4
2.2.3 Alluvium (Qal)
4
2.2.4 Artificial Fill
(af) 5
2.2.5 Other Surficial
Soils 5
2.3
Ground Water
5
2.4
Faulting
5
2.5
Seismicity
5
2.6
Flooding
6
3.0 SUMMARY OF LIQUEFACTION EVALUATION 7
3.1 General 7
3.2 Site Potential 7
0
1 . ;*g
LEIGHTON and ASSOCIATES
INCORPORATED
6Q,60619-01
4.0 CONCLUSIONS AND RECOMMENDATIONS
8
4.1 Conclusions
8
4.1.1
General
8
4.1.2
Excavation Characteristics
8
4.1.3
Suitability for Fills
8
4.1.4
Expansive Soils
8
4.1.5
Liquefaction Potential
8
4.2 Recommendations
8
4.2.1
Site Preparation
8
4.2.2
Compacted Fills
9
4.2.3
Shrinkage/Swell Factor
9
4.2.4
Cut and Fill Slopes
9
4.2.5
Seismic Considerations
10
4.2.6
Tentative Foundation Design
10
4.2.6.1 Slabs -On -Grade
10
4.2.6.2 Lateral Earth Pressure
10
4.2.7
Drainage
11
4.2.8
Tentative Pavement Design
11
4.2.9
Trench Backfills
11
4.2.10
Inspection/Plan Review
11
4.2.11
Final Report
12
ACCOMPANYING MAPS AND APPENDICES
Index Map - Page 2
Geotechnical Map - In Pocket
Spread Footing Design Chart - Plate 1
Appendix A - Geotechnical Boring and Trench Logs
Appendix B - Laboratory Test Results
Appendix C - Liquefaction Calculations
Appendix D - General Earthwork and Grading Specifications
Appendix E - References
C�
0
ii
LEIGHTON and ASSOCIATES
INCORPORATED
GROUND WATER
July 11, 1986
00e, Do "**)
CELEBRATES
25
YEARS/
-A 986'
HAZARDOUS WASTES
Project No. 6860619-01
TO: Kaiser Development Company
27405 Ynez Road
Rancho California, California 92390
ATTENTION: Mr. Csaba Ko
SUBJECT: Preliminary Geotechnical Investigation and Liquefaction Study,
Proposed Commercial Site, 70+ Acres, Parcel Map 21361, Northeast of
Winchester and Ynez Roads, Rancho California, California
Introduction
In accordance with your authorization, we have performed a preliminary
geotechnical and liquefaction investigation of the subject site. The scope of
our work included: 1) drilling and backfilling of four borings with accompanying
logs, 2) excavation, logging and backfilling of nine exploratory trenches, 3)
sampling of the representative soils, 4) laboratory testing of the soil samples,
and 5) preparation of this report presenting a summary of our findings,
conclusions and recommendations.
The approximate locations of the borings, trenches and other geotechnical data
are shown on a 100-scale parcel map, prepared by Tomac Engineering of Temecula,
California.
1989 ATLANTA AVENUE, SUITE 1, RIVERSIDE, CALIFORNIA 92507 (714) 788-5800
6860619-01
1 i- Pr/� m11�IaQ„ i�l r
rk
L
1OJ6 Gagma S;j 1 .� • •:1 r �, .� r �79 , ,r .',,
_- r E.•d - `fit r(.a
/ well
� a7�
`r : � ::•� o , moo;, = � �;• �,;
fF� _ _ PN�/T� / • J l
l d:•' *`J 40. Reselv0,j� ter. �•~v�
_w�
i ' •'� `'may J.- 0
�� Oar~ `� i �\��1 [ ^ .� �• `� /i
(p
0�0 'Wong - C, ` / • >:ri � �v/ %.
0 2000 4000
stole feet
INDEX MAP
OF
70± ACRE INDUSTRIAL SITE, PARCEL MAP 21361
RANCHO CALIFORNIA
RIVERSIDE COUNTY, CALIFORNIA
(Subject Site Shown in Yellow)
0
Base Map: USGS Murrieta 71' California Special Studies Zone Quadran 1 O •
i?
2 — LEIGHTON and ASSOCIATES
INCORPORATE0
6860619-01
1.0 SUMMARY OF SITE CONDITIONS AND PROPOSED DEVELOPMENT
1.1 Site Conditions
The 70+ acre site is situated on the northeast side of Temecula Valley in
the community of Rancho California, California. It is bordered on the
southwest by a graded parcel of land, on the northwest and northeast by
rolling hills that are utilized for agriculture, and on the southeast by
Santa Gertrudis Creek.
Topography consists of hillside terrain, eroded canyons and ravines, and
alluvial surfaces. The top of a hill in the center of the site has
previously been lowered by exporting soils to the adjoining property to the
southwest. This borrow site is currently free of vegetation. Elsewhere,
vegetation consists of dry native weeds, chaparral, and scattered trees.
An eastern portion has been disced, removing vegetation.
Man-made features are absent from the site, with the exception of a small
earth dam, remnants of fencing, and the aforementioned borrow site.
Offsite, to the east, sand is being mined from Santa Gertrudis Creek.
1.2 Pr_ oposed Development
It is our understanding that it is proposed to develop the site with an
industrial complex, consisting of numerous small to moderately large, one -
and two-story, wood -frame, concrete tilt -up or masonry block buildings and
related parking.
The accompanying parcel map indicates fills will be as great as 39 feet
thick, with cuts up to 30+ feet. Fill slopes will generally be 2-1/4
horizontal to 1 vertical, or flatter, reaching a maximum height of 47+
feet. Maximum cut slope height is proposed to be 55+ feet, at an
inclination of 2 horizontal to 1 vertical.
0
- 3 - - •
LEIGHTON and ASSOCIATES
INCORPORATED
6860619-01
2.0 SUMMARY OF GEOTECHNICAL ENGINEERING CONDITIONS
2.1 Geologic Setting
The site is located along the northeast margin of what is informally known
as the "Elsinore Trough," a fault graben bounded on the northeast by the
Wildomar fault, and on the southwest by the Willard fault. As the graben
was down -dropped (as much as 3,000 feet since Miocene time), it was
infilled with younger alluvium.
2.2 Earth Materials
A total of four exploratory borings were drilled an June 30, 1986,
utilizing a CME 55 drill rig equipped with an 8-inch diameter hollow stem
auger. In addition, nine exploratory trenches were excavated to depths of
10 to 13 feet on July 8, 1986, utilizing a backhoe equipped with a 24-inch
bucket.
Borings, trenches, and geologic field mapping revealed the site to be
underlain by sedimentary bedrock, alluvial deposits, artificial fill, and
other surficial soils. These materials are described below and in greater
detail in Appendix A.
2.2.1 Pauba Formation Q si
Exposed on the hillside portions of the site and underlying the
surficial soils, is the Quaternary Age Pauba Formation. This unit
consists of primarily brown, tan -brown and white sandstone and
silty sandstone. It is typically massive in structure, and
moderately to poorly indurated. Overall, the unit appears to dip
approximately 2 degrees to the north. Pauba formation typically
contains lenses, channel cut -and -fill structures, and cross -
bedding. Locally, clayey members were observed within the site.
2.2.2 Older Alluvium (goal
Occupying the northeast corner of the property is an older alluvial
surface, elevated above the active stream course of Santa Gertrudis
Creek. Exploratory trenches excavated i-n this area encountered 3-
1/2 to 8 feet of silty sands, resting on well -graded sands.
Locally, clayey soils were also observed.
2.2.3 Alluvium Qal
Occupying the active Santa Gertrudis Creek bottom, and some ravine
areas to the west, are alluvial deposits consisting of sands and
silty sands. A greater -than -normal thickness of alluvium has
accumulated within proposed Parcel 3, as a result of in -filling
behind a small earth dam. Trench T-6 encountered 9 feet of
alluvium with numerous roots in the upper 6 feet. t
- 4 -
I ;Pft
LEIGHTON and ASSOCIATES
INCORPORATED
6860619-01
2.2.4 Artificial Fill of
A small earth dam is present within proposed Parcel 3. It is
believed that this dam was constructed of site -derived soil
materials.
2.2.5 Other Surficial Soils
Topsoil overlying Pauba formation was found to be in the range of
1-1/2 to 4 feet thick. These soils have, of course, been removed
from the existing borrow site. Cultivation has loosened soils to a
depth of approximately 2-1/2 feet in the northeast portion of the
site.
2.3 Ground Water
Ground water was encountered in Borings B-3 and B-4, drilled adjacent to
Santa Gertrudis Creek, at depths of about 15 and 19 feet, respectively.
These ground water levels, however, may fluctuate depending on seasonal
conditions.
2.4 Faulting
The site is not located within the boundaries of any Alquist-Priolo Special
Study Zones for faulting, as determined by the State Geologist. The nearby
Wildomar fault is located in such a zone, approximately 112 mile to the
southwest.
In addition to the Wildomar fault, other regional faults include the
Willard, Murrieta Hot Springs and Wolf Valley Zones, located 1-1/2 miles to
the southwest, 2 miles to the north, and 4-1/2 miles to the southeast,
respectively. Somewhat more distant from the site are the active San
Jacinto fault, 20 miles to the northeast, and the San Andreas fault, 36
miles to the northeast.
2.5 Seismicity
According to the County of Riverside (Envicom, 1978), the site is located
in Seismic Zone IIB. This zone is classified as one which could expect
moderately intense ground shaking, and is underlain by alluvium of
intermediate thickness (200 to 2,000 feet). This report further indicats
that structures should be designed according to an importance of Use
Category, and the seismic hazards which exist where they are to be located.
Using High -Normal Risk Use Category C (heavy industry), and considering the
area of influence of the Elsinore fault, a maximum ground acceleration of
0.36g, and a duration of strong shaking of 10 to 20 seconds is indicated.
Considering Normal -Low Risk Use Category D (light industry), a maximum
ground acceleration of 0.29g, and a duration of strong shaking of 8 to 15
seconds is indicated.
- 5 -
TT;Oft
LEIGHTON and ASSOCIATES
INCORPORAYr�D
6860619-01
If one were to consider a magnitude 6 earthquake along the Wildomar fault,
near the site, a maximum ground acceleration as high as 0.44g may be
possible (Seed and Idriss, 1982).
Normally, 65 percent of the maximum value is considered in seismic design.
2.6 Flooding
According to the Riverside County Seismic and General Safety Plan, the
southeast portion of the site, along Santa Gertrudis Creek, is included
with the boundaries of a potential 100-year flood plain.
- 6 -
tl;�%
LEIGHTON and ASSOCIATES
INCORPORATE❑
6360619-01
3.0 SUMMARY OF LIQUEFACTION EVALUATION
3.1 General
Liquefaction is the loss of strength of cohesionless soils when the
porewater pressure induced in the soil becomes equal to the confining
pressure. The estimation of liquefaction potential, in general, consists
of estimating earthquake -induced stresses and dynamic soil properties.
The current codes and standards neither specify a procedure for evaluation
of liquefaction, nor do they include design provisions for mitigating
measures. The primary factor influencing liquefaction potential include
ground water, soil type, relative density (Dd) of the sandy soils, which is
related to SPT blows, confining pressure, and intensity and duration of
ground shaking. Liquefaction potential is greatest in saturated, loose,
poorly graded fine sands with a mean (D50) grain size in the range of 0.1
to 0.2mm.
3.2 Site Potential
Exploratory borings drilled along Santa Gertrudis Creek indicate that
alluvial soils are composed of sands and silty sands that are in a medium
dense to dense condition below the existing water table to a depth of 30
feet. Some loose silty sands were encountered above the water table in
Boring B-3. Silty sands were found to be slightly cohesive, and are
generally less susceptible to liquefaction than more cohesionless soils.
Liquefaction evaluation performed in accordance with simplified method
suggested by Seed (1971), and presented in Appendix C, shows moderate to
fairly high factors of safety against liquefaction below the existing water
table.
- 7 -
Fll;�ft
LEIGHTON and ASSOCIATES
INCORPORATED
6360619-01
3EI
CONCLUSIONS AND RECOMMENDATIONS
4.1 Conclusinnc
4.1.1 General
Based on our geotechnical investigation, development of Tentative
Parcel Map 21361 appears geotechnically feasible, subject to
implementation of the conclusions and recommendations contained in
this report.
4.1.2 Excavation Characteristics
It is expected that earth materials may be excavated with
conventional grading equipment. Light to moderate ripping may be
required to loosen and expedite loading of surficial soils and
sedimentary bedrock.
4.1.3 Suitability for Fills
All earth materials, including boulders (over 6 inches in diameter)
should be suitable for fills. Any boulders would require special
consideration if utilized in fills (see General Earthwork and
Grading Specifications, Appendix D).
4.1.4 Expansive Soils
The majority of earth materials on the site appear to be only
slightly clayey. Expansion potential of these soils is expected to
be very low to low. Locally, clayey zones of Pauba formation and
surficial soils have been observed. Therefore, expansive soil
conditions should be verified upon completion of grading.
4.1.5 Liquefaction Potential
Liquefaction potential for the site has been evaluated to be low,
based on the predominately medium dense to dense nature of the
alluvial soils below the water table. The proposed fill should
further help mitigate liquefaction potential. Due to the loose
condition of some -soils above the water table, localized
liquefaction of zones near Santa Gertrudis Creek may be possible in
the event of a rise in the water table combined with a large
magnitude earthquake near the site.
4.2 Recommendations
4.2.1 Site Preparation
All grading should be performed in
Earthwork and Grading Specifications
modified in the text of this report.
accordance with our General
(see Appendix D) as
[!M;�%
LEIGHTON and ASSOCIATES
INCORPORATED
6860619-01
The site should be cleared of all trash, debris and vegetation,
which should be hauled offsite.
After clearing the site, as recommended above, removal and
replacement of alluvium and other surficial soils should be
anticipated prior to placing superimposed fills or constructing on
natural materials. Based on observation and testing, it.appears
removals on the order 1-1/2 to 2-1/2 feet will be necessary for
most areas of topsoil overlying the sedimentary bedrock. This will
be particularly important in the northeast portion of the site
where soils have been loosened by agricultural activities. In the
southern part of the site, in the vicinity of Trench T-9, slightly
thicker removals, on the order of 4+ feet may be required.
The existing reservoir constructed of artificial fill should be
completely removed. In addition, thick alluvial soils exist behind
this dam, and should be removed to competent ground. Trench T-6
indicates a probable removal depth on the order of 9+ feet.
The existing fills placed recently in the northwesterly portion of
the site (Borings B-1, B-2 and Trench T-8) should be removed and
replaced as controlled compacted fills.
Removal depths within areas underlain by alluvial and older
alluvial deposits are expected to be in the range of 2 to 4 feet.
Actual removal depths should be determined at the time of grading.
Local variations in removal depths can be expected.
Cut surfaces of transition cut/fill building pads lots should be
overexcavated and recompacted, as illustrated on the detail sheet
contained in Appendix D (page D-v).
4.2.2 Compacted Fills
Dnsite soils are suitable for compacted fills. All fills should be
placed in 6- to 8-inch lifts and compacted to at least 90 percent
relative compaction. This is relative to the maximum dry density,
as determined by ASTM Test Method D1557-78.
4.2.3 Shrinkage/Swell Factor
We estimate that removal and recompaction of earth materials
should result in an overall shrinkage of approximately 10 to 15
percent. This is based on an average 92 percent relative
compaction. An increase in relative compaction obtained would
correspondingly increase this shrinkage factor. Furthermore, a
subsidence of 0.25 feet should be considered during site
preparation of alluvial areas. These values are exclusive of
losses due to stripping.
4.2.4 Cut and Fill Slopes
Cut and fill slopes, proposed at inclinations of 2
vertical or flatter, should be suitable from a
perspective.
-9-
horizontal to 1
gehnical
oQ0
•
LEIGHTON and ASSOCIATES
INCORPORATED
6860619-01
Due to the predominately granular nature of the Pauba formation,
surficial erosion of both cut and fill slopes prior to the
establishment of vegetative cover is possible. Hydroseeding may
help retard erosion during initial planting.
Over -filling, compacting and trimming should be required to achieve
properly compacted fill slope surfaces. Cut portions of any fill -
over cut slopes should be approved by our engineering geologist,
prior to placing superimposing fills.
Slopes proposed along Santa Gertrudis Creek should be protected
from stream erosion and scour. All fill slopes should be properly
benched and keyed, according to the benching detail contained in
Appendix D (page D-vi).
4.2.5 Seismic Considerations
Regional seismic activity should be considered in the design of
structures. Seismic design in accordance with the data contained
in this report, the latest edition of the Uniform Building Code, or
current standards of Riverside County, whichever has precedence,
should be used.
4.2.6 Tentative Foundation Design
Light to moderately heavy structures may be safely founded on
conventional spread or continuous walls footings, supported on firm
native soils or controlled compacted fill. Allowable bearing
values in the range of 2,500 to 4,000 psf are indicated. Footings
may be designed in accordance with Spread Footing Design Chart,
Plate 1. Reinforcement of the footings with at least No. 5 bar,
top and bottom, is recommended. Additional foundation
recommendations may be provided when details of the proposed
construction are known.
4.2.6.1 Slabs -On -Grade
Slabs -on -grade supported on firm native soils or compacted
fill should be on the order of 4 to 5 inches thick and
should be provided with 10-mil Visqueen protected with a
layer of sand, above and below, if moisture is considered
critical. Mesh reinforcement and the use of low slump
concrete is -recommended for slabs -on -grade.
Where slabs will support special loads, structural design
should consider those conditions.
4.2.6.2 Lateral Earth Pressure
The recommended bearing values may be increased by one-
third for wind and seismic loads. Lateral restraint at
footing elevation may be obtained as a function of the
dead load and a coefficient of friction of 0.35 may be
used in design.
- 10 -
lrl;�ft
LEIGHTON and ASSOCIATES
INGORPORATEP
6a60619-01
Passive earth pressure may be assumed to increase at the
rate of 250 psf/foot to a maximum value of 3000 psf. If
passive earth pressure and friction are combined to
provide required resistance to lateral forces, the value
of the passive pressure should be reduced to two-thirds of
the above recommendations.
4.2.7 Draina e
Surface drainage should be directed away from the foundations and
slopes toward the streets or approved drainage devices.
4.2.8 Tentative Pavement Desi
Based on the classification, we estimate the R-value of near
surface soils to be in the range of 30 to 45. Considering this,
minimum pavement sections should be on the order of 2-1/2 inches
asphalt concrete/4-inches aggregate base for auto parking, and 3-
inches asphalt concrete/8-inches aggregate base for truck
access/loading areas.
The final pavement design should be based on the results of R-value
tests of subgrade areas after rough grading has been completed. It
is recommended that subgrade be compacted to at least 90 percent of
the maximum dry density, and aggregate base to at least 95 percent.
4.2.9 Trench Backfills
Backfills of all utility trenches in the upper 3-feet should be
compacted to at least 90 percent relative compaction. Based on
anticipated low sand equivalents of the materials, placement in
thin lifts and compaction by mechanical means may be required.
4.2.10 Inspection/Plan Review
Leighton and Associates, Inc. should review the grading/foundation
plans and observe and test at the following stages of construction:
o During clearance and site -preparation before fill placement.
o During all fill placement, removals and benching.
o During excavation of cut slopes.
o Prior to placing concrete where expansive soils exist.
o Prior to placing asphalt paving and base.
I;Ift
LEIGHTON and ASSOCIATES
INCORPORATED
6860619-01
4.2.11 Final Report
A final grading Control report, including geotechnical data
gathered, should be prepared subsequent to completion of rough
grading. The r lude final foundation design
recommendat.l,g1�.sw..,hasadw.�.n-. thy_exApansion otentia1_gf ,_ _b.9 so_i1 s
exposed at the Ppad grades
GW/SAS/ds
Distribution: (6) Addressee
- 12 -
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
f Z4 j' W?�dlM
Gary WaAlace EG 1255
Engineering Geologist
S. A. Siddiqui RCE 19915 ~~
Principal Geotechnical Engineer
IPT;Ift
LEIGHTON and ASSOCIATES
INCORPORATED
Y
0
z
�C 4
a
� n
1
Soil Parameters
0 = 32.50
c=0psf
7f = 110 pcf
1 2 3 4 5
B� WIDTH OF SPREAD FOOTING (FEET)
NOTE:
Df = Depth of Footing
F.S. = Factor of Safety
Note: Maximum Allowable Bearing
Pressure = 4,000 psf
May be increased by 1/3 for
wind and seismic loads.
Minimum Fooling width=I_foot
Minimum recommended footing depth = 1 foot
Froject No. 6860619-01
Plate: 1
HOWARD PARSELL COMPANY
A+•chirecture - Structural & Civil
48,54 Main Street
Yorba Linda • California 9258E
714/777-3755 • Fax 714/777-9083
I
Engineering
Job
Job No. 2837
Date 1/11/94
Sheet No. _.
STRUCTURAL CALCULATIONS
CHANNEL COMMERCIAL CORPATION
NEW TILT -UP ADDITION
25040 YNEZ ROAD
TEMECULA, CA
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4864 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
/� - i G- i i ' r-- /
ly 6 u
1� Y �x -)-o - 2 4u
b
\< y. 'I- 4 °
fi' (-- -7 % z 1-4
L' q
a
G-- C� l
rr /
JOB C" ��Fi N/✓
JOB NO. 2 I�
DATE II 1
SHEET NO.
�2
L -:-- 47 6
rl
G
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
L ! ''-
JOB
JOB NO.
DATE
SHEET NO. .
u
xE��7, 3 I�
11
6 3i x
4
4/�
�7J1)
6 To
-::. L�,� �.
Lr��
-
/�. x
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
JOB
JOB NO. _
DATE
SHEET NO
I C�A L- �'— '2" )
F
l�
(]' 2-X3�' - 41Lk
r �F�i 7J6
l„l 17/� X I- 3z X 9 �- jr.L1�� r L/S
J
17.-2
n ' �,j S
,J
r -7x
- 1.
t l
tr / 11 i 1/l
✓
Due to the predominately granular nature of the Pauba formation,
surficial erosion of both cut and fill slopes prior to the
establishment of vegetative cover is possible. Hydroseeding may
help retard erosion during initial planting.
Over -filling, compacting and trimming should be required to achieve
properly compacted fill slope surfaces. Cut portions of any fill -
over cut slopes should be approved by our engineering geologist,
prior to placing superimposing fills.
Slopes proposed along,Santa Gertrudis Creek should be protected
from stream erosion and scour. All fill slopes should be properly
benched and keyed, according to the benching detail contained in
Appendix D (page D-vi).
4.2.5 Seismic Considerations
Regional seismic activity should be considered in the design of
structures. Seismic design in accordance with the data contained
in this report, the latest edition of the Uniform Building Code, or
current standards of Riverside County, whichever has precedence,
should be used.
4.2.6 Tentative Foundation Design
Light to moderately heavy structures may be safely founded on
conventional spread or continuous walls footings, supported on firm
native soils or controlled compacted fill. Allowable bearing
values in the range of 2,500 to 4,000 psf are indicated. Footings
may be designed in accordance with Spread Footing Design Chart,
Plate 1. Reinforcement of the footings with at least No. 5 bar,
top and bottom, is recommended. Additional foundation
recommendations may be provided when details of the proposed
construction are known.
4.2.6.1 Slabs -On -Grade
Slabs -on -grade supported on farm native soils or compacted
fill should be on the order of 4 to 5 inches thick and
should be provided with 10-mil Visqueen protected with a
layer of sand, above and below, if moisture is considered
critical. Mesh reinforcement and the use of low slump
concrete is recommended for slabs -on -grade.
Where slabs will support special loads, structural design
should consider those conditions.
4.2.6.2 Lateral Earth Pressure
The recommended bearing values may be increased by one-
third for wind and seismic loads. Lateral restraint at
footing elevation may be obtained as a function of the
dead load and a coefficient of friction of 0.35 may be
used in design.
o
10 -
t ,
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
y 4'-
JOB
JOB NO. —
DATE
SHEET NO.
ter, 4�
P=r +4,r::,
HOWARD PARSELL COMPANY JOB
A division of Howard Parsell, Structural Engineer, Inc.
architecture JOB NO.
structural engineering
civil engineering DATE
4854 MAIN STREET %� I
YORBA LINDA, CALIFORNIA 92686 SHEET NO. l -
714-777-3765 FAX:714-777-9083
r 2r
I �I
` S
I
i
I
I
I yf! A1'0'�,- puo,e-_
uc'
Y ,
M
HOWARD PARSELL COMPANY
A division of Howard Parsell, Structural Engineer, Inc.
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
F0
= 46o6
JOB
JOB NO.
DATE fI
SHEET NO. / v
CT,c,- C. 6a
l
76K/ 2�
r ,
T
HOWARD PARSELL COMPANY
JOB
A division of Howard Parsell, Structural Engineer, Inc -
architecture
JOB NO.
structural engineering
civil engineering
DATE
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
SHEET NO.
714-777-3765 FAX:714-777-9083
'
C����
6-7
h 0
--7:- ?Z/
1
Lr
S
x 7)
HOWARD PARSELL COMPANY JOB
architecture JOB NO. j
structural engineering /
civil engineering DATE I t U
4854 MAIN STREET L
YORBA LINDA, CALIFORNIA 92686 SHEET NO.
714-777-3765 FAX:714-777-9083 I\I
�� %``bra r 3 f�.;` •� c7
"7617-t
C �c7
. 2 7,
00 k13/4 ��TS
s �111f1'CE4,f��1�L��A
C L fZ �� 6
LID �
i
" C h7
�J�G c,9�S,•1�,
3 X 4 S ✓vr2 r
�- r -2x4 eu�2L
l g0
Yj > �C
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
Dl`) 14 �l
JOB
JOB NO. —
DATE
SHEET NO.
oXa71) X• t.. S-? - I�S•�
+- q j K J 6' 'T- x , g o X ; �; / o -2, Z %C
I ? -�, ( K-
1
figA
r 1 3 S, -}- �. o a 4 x! 6 }� 2 7
• v _
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
j y (J,� � L Tr��
JOB
JOB NO. _
DATE
SHEET NO.
L
I.✓ > X 61 14 X( b. 6 6 X q
o',�
�— '!-11 i o - 3 1 0
r
;L-y v�,
j� T
/ I r 1
J J
-(
P9 0 X' -qo
HOWARD PARSELL COMPANY
architecture
structural engineering
civil engineering
4854 MAIN STREET
YORBA LINDA, CALIFORNIA 92686
714-777-3765 FAX:714-777-9083
w� �66xz
b
D
C
JOB
JOB NO.
DATE
SHEET NO.
HOWQRD PARSELL COMPANY
Tirtle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
Numher:2837
714-777-3765
Misc
(FAX) 7I4-777-9083
Dsngr :RH Date:12-Nov-93
--
-----------------------------------------------------------
GENERAL
TIMBER BEAM
ANALYSIS & DESIGN Page
r^
DESCRIPTION » TYPICAL 4X14 PURLINS 81 O.C.
>3
---------- BEAM DATA ---------------
---------- DESIGN DATA -----------
TIMBER SECTION
= 4X14
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
= 3.5
in
USE BEAM WEIGHT ? Y
y/n
BEAM DEPTH
- 13.25
in
REDUCE SHR BY 'd' ? Y
y/n
LAMINATION THICKNESS
= 1.5
in
Fb - BENDING
= 1250
psi
---------- END CONDITIONS--------
Fv - SHEAR
= 95
psi
FIXITY CODE-----3> 1
«
Fe - BEARING
= 625
psi
1=Fin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=1700000
psi
3=Fix/Pin, 4=Fin/Fix
BEAM DENSITY
= 40
pef
5=Fix/Free
---------- SPAN DATA -------------
-------- UNBRACED LENGTHS --------
CENTER SPAN
= 19.6
ft
Le : CENTER SPAN -
ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. =
ft
RIGHT CANTILEVER
=
ft
Le : RIGHT CANT. =
ft
------------------------------ APPLIED LOADS -----------------------------
........ Use '-' distances for left cantilever !
......Uniform.......
@ Center:
..................
Trapezoidal ................
Dead
= 96 plf
Live
= 160 plf
Dead @
Left =
plf
@ Left
Cant:
@
Right=
plf
Dead
= plf
Live @
Left =
plf
Live
= plf
@
Right=
plf
@ Right
Cant:
...X-Left
=
ft
Dead
= plf
...X-Right
=
ft
Live
= plf
..................
Concentrated
............................
Dead
=
lbs
Live
=
lbs
Dist.
=
ft
Applied Moments
..........................
...........................
Dead
�
in-#
Dive
-
in in -�E
Dist
-ft
-
SUMMARY
F
USING:
3.500" x 13.25"
Beam,
Bending = 97.9%, Shear = 63.73
F
Reactions: Dead
Max.
"
Max.
M+@ 9.8 ft =
12.9117
ft-k
Left - 1.07
2.64
k
' Max.
M-@ ft =
ft-k
Right = 1.07
2.64
k
;
' Max
@ Left. -
ft-k
Deflections:
Max
@ Right =
ft-k
Center. _ -0.31
-0.77
in
;
' Max.
Allow Moment =
13.1888
ft-k
...L/Defl.= 750
304
...Dist. = 9.80
9.80
ft
fb
Max. Actual -
1,513
psi
Left =
in
' Fb
Allowable =
1,545
psi
...L/Defi.-
" fv
Max. Actual =
75.7
psi
Right =
in
Fv :
Allowable -
118.8
psi
...L/Def1.=
' Max.
Shear @ Left =
2.63504
k
Max.
Shear @ Right =
2.63504
k
Ck = .811(E/Fb)"•5=
29.91
Sxx
- Supplied =
102.4
in-3
Cs = (LeD/B"2)-.5 M
x
' Area Supplied -
46.38
in''2
Cf = (12/d)".1i1 =
-------------
0.99
HOWARD PARSELL COMPANY
TNtZe :CHANNEL COMMERCIAL CORP.
" 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
-----------------------------------------------T
GENERAL
TIMBER BEAM
ANALYSIS & DESIGN
G Z
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
------- ALLOWABLE STRESSES ------
Max. Center Mom
= 12.9
ft-k
Fb Fv
....Sxx Req'd
- 100.3
in-3
Center Span = 1.55
ksi
Max. Left Mom
=
ft-k
Left Support = 1.55 0.12
ksi
....Sxx Regld
-
in-3
Right Support= 1.55 0.12
ksi
Max. Right Mom
= 0.0
ft-k
....Sxx Req'd
= 0.0
in-3
---------- QUERY VALUES ---------
Design Shear @ Left
= 3.5
kips
Left Center Right
....Area Req'd
- 29.6
in-2
Dist. =
ft
Design Shear @ Right =
3.5
kips
Shear = 2.64
k
....Area Req'd
= 29.6
in-2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left
= 1.20
in
...... Live Load Location .......
Brg Req`d @ Right
= 1.20
in
@ LEFT CANT. ? Y
y/n
Camber @ Left -
in
@ CENTER SPAN ? Y
y/n
@ Center
= -0.47
in
@ RIGHT CANT. ? Y
y/n
@ Right =
'
HOWARD PARSELL COMPANY
Title :CHANNEL COMMERCIAL CORP.
" 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
Number:2837
71.4-777-3765
Misc
(FAX) 714-777--9083
Dsngr :RH Date:12-Nov--93
----------------------------------------------------_---------------
GENERAL
TIMBER BEAM
ANALYSIS & DESIGN Page C_-�
-DESCRIPTION >3-TYPICAL 2.5XI2
GLU-LA`M PURLINS AT 81 O.C.
»
---------- BEAM DATA -------------
---------- DESIGN DATA ----------
TIMBER SECTION
= 2.5X12
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
= 2.5
in
USE BEAM WEIGHT ? Y y/n
BEAM DEPTH
- 12
in
REDUCE SHR BY Id, ? Y y/n
LAMINATION THICKNESS
= 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
= 165
psi
FIXITY CODE ----->> I CE
Fc - BEARING
- 325
psi
1=Fin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=180000Q
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35
pcf
5=Fix/Free
---------- SPAN DATA -------------
--------- UNBRACED LENGTHS -------
CENTER SPAN
= 19.6
ft
Le : CENTER SPAN = ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. = ft
RIGHT CANTILEVER
=
ft
Le : RIGHT CANT. = ft
------------------------------
APPLIED LOADS -----__---------------------
........
Use '-' distances for left cantilever f
......Uniform........
@ Center:
Dead. = 96 plf
Live = 160 plf
@ Left Cant:
Dead = plf
Live = plf
@ Right Cant:
Dead = plf
Live = plf
..... ' .. #1 .. #2 . .
Dead -
Live -
Dist. _
.................. Trapezoidal .................
Dead @ Left =
@ Right=
Live @ Left =
@ Right=
...X-Left =
...X-Right =
..... Concentrated ..........
..#3.. ..#4.. ..#5.. ..#6..
Applied Moments
plf
plf
plf
plf
ft
ft
lbs
Ibs
ft
Dead
=
in-#
Live
=
in-#
Dist
=
ft
------------------------------
SUMMARY
-------------------------------
USING: 2.500" x 12.00"
Beam,
Bending
= 84.3%, Shear = 56.05
Reactions: Dead
Max.
Max.
M+@ 9.8 ft =
12.6432
ft-k
Left = 1.01
2.58
k
Max.
M-@ ft -
ft-k
Right = 1.01
2.58
k
Max
@ Left -
ft-k
Deflections:
Max
@ Right =
ft-k
Center. _ -0.53
-1.35
in
Max.
Allow Moment =
15
ft-k
...L/Defl.= 444
174
...Dist. = 9.80
9.80
ft
fb
Max. Actual =
2,529
psi
Left =
in
Fb
Allowable -
3,000
psi
...L/Defl.=
fv
Max. Actual =
115.6
psi
Right =
in
Fv
Allowable =
206.3
psi
...L/Defl.=
Max.
Shear @ Left =
2.58025
k
Max.
Shear @ Right =
2.58025
k
Ck = .811(E/Fb)`.5=
22.21
Sxx
- supplied =
60.0
in-3
Cs = (LeD/B"2)".5 =
Area Supplied =
30.00
in"2
Cf = (12/d)".ill =
1.00
HOWARD PARSELL COMPANY
Illtle :CHANNEL COMMERCIAL CORP.
" 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA-LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
--_---_____----GENERAL-TIMBER--BEAM--ANALYSIS-&-DESIGN
_______________-----
__� I
-T
REQUIRED Sxx &
Area ------
------- ALLOWABLE STRESSES ------
Max. Center Mom
- 12.6
ft-k Fb Fv
3.00
ksi
Req'd
= 50.6
in-3 Center Span =
....Sxx
Max. Left Mom
=
ft-k Left Support = 3.00 0.21
ksi
....Sxx Req'd
-
in-3 Right Support= 3.00 0.21
ksi
Max. Right Mom
= 0.0
ft-k
..Sxx Req'd
- 0.0
in-3 ---------- QUERY VALUES ---------
Design Shear @ Left
- 3.5
kips Left Center Right
Req'd
= 16.8
in-2 Dist. =
ft
....Area
Design Shear @ Right
= 3.5
kips Shear = 2.58
k
ft-k
....Area Req'd
- 16.8,in`2
Moment=
Defl =
in
Brg Req'd @ Left
= 3.18
in ...... Live Load Location .......
Brg Req'd @ Right
= 3.18
in @ LEFT CANT. ? Y
Y/n
Camber @ Left
-
in @ CENTER SPAN ? Y
Y/n
@ Center
= -0.79
in @ RIGHT CANT. ? Y
Y/n
@ Right
=
------------------------
HOWARD PARSELL COMPANY
Atle :CHANNEL COMMERCIAL
CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
Number:2837
71,4-777-3765
(FAIT.) 714-777-9083
Misc. .
Dsngr :RH Date:12-Nov-93
_ -------------------•-----------------------
-- -- _ -- GENERAL TIMBER BEAM
ANALYSIS & DESIGN
Page G r
-
DESCRIPTION >> TYPICAL
GLU-LAMS L=71.2'
- - BEAM DATA -
-
- ----------- DESIGN DATA
----�------
TIMBER SECTION =5.125X45
LOAD DURATION FACTOR=
1.25
BEAM WIDTH =
5.125
in USE BEAM WEIGHT ?
Y Y/n
BEAM DEPTH -
45
in REDUCE SHR BY 'd' ?
Y Y/n
LAMINATION THICKNESS =
1.5
in
Fb - BENDING -
2400
psi --------- END CONDITIONS--------
Fv - SHEAR =
165
psi FIXITY CODE ----->>
1 E<
Fc - BEARING =
385
psi 1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS=1800000,
psi 3=Fix/Pin, 4=Fin/Fix
BEAM DENSITY =
35
pcf 5=Fix/Free
--- SPAN DATA -------------
-------- UNBRACED LENGTHS -------
CENTERSPAN =
71.2
ft Le : CENTER SPAN =
ft
ft
LEFT CANTILEVER =
ft Le : LEFT CANT. =
RIGHT CANTILEVER =
ft Le : RIGHT CANT. -
ft
r T -' -T- __-__--___
APPLIED LOADS--------------�----------_--
-
........
Use '-' distances for left cantilever
. ....Uniform........
@ Center:
..................
Trapezoidal .................
Dead = 240 plf
plf
Live = 240 plf
Dead @
Left =
plf
@ Left Cant:
@
Right=
plf
Dead = plf
Live @
Left =
Live = plf
@
Right=
plf.
@ Right Cant:
...X-Left =
ft
Dead - plf
...X-Right =
Live = plf
Concentrated
............................
lbs
Dead =
lbs
Live =
ft
Dist. -
Applied
Moments ..........................
...........................
in-#
Dead =
In-#
ILve =
ft
Dist =
,
'
SUMMARY --------------------------------,
--------------------------
'- USING: 5.125" x 45.00"
Beam,
Bending = 91.0%, Shear = 53.92%
F
Reactions: Dead
Max. ,
' Max. M+@ 35.6 ft =
339.687
ft-k Left = 10.54
19.08 k
Max. M-@ 71.2 ft =
ft-k Right = 10.54
19.08 k
Max @ Left =
ft-k Deflections:
f
Max @ Right =
-
ft-k Center. - -2.44
-4.42 in
' Max. Allow Moment =
373.358
ft-k ...L/Defl.= 350
193
...Dist. = 35.60
35.60 ft
" fb : Max. Actual =
2,357
psi. Left =
in
'
' Fb . Allowable -
2,590
L Defl.
psi / -
`
' fv : Max. Actual -
111.2
psi Right --
in t
'
' Fv Allowable -
206.3
.L Defl.=
psi •• /
' Max. Shear @ Left =
19.0835
k
Max. Shear @ Right =
19.0835
k Ck = .811(E/Fb)".5=
22.21
' Sxx - Supplied =
1729.7
in-3 Cs = (LeD/B-2)".5 =
' Area supplied =
230.63
in"2 Cf = (12/d)".11l =
0.86
HOWARD PARSELL COMPANY
T�tle :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
'Number:2837
714-777-3765
Rise
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
- _- -~ ----------------------------------�-----_---__-----------------
GENERAL
-�
TIMBER BEAM ANALYSIS & DESIGN
"
----------------------------__-__-
------ REQUIRED 5xx &
Area -------
-------- ALLOWABLE STRESSES ------
Max. Center Most
= 339.7
ft-k Fb Fv
2.59
ksi
....Sxx Req'd
= 1573.7
in Center Span =
Max. Left Mom
=
ft-k Left Support = 2.59 0.21
ksi
....Sxx Req'd
=
in-3 Right Support= 2.59 0.21
ksi
Max. Right Mom
= 0.0
ft-k
.5xx Req'd
- 0.0
in-3---------- QUERY VALUES ---------
Design Shear @ Left
= 25.6
kips Left Center Right
..Area Req'd
- 124.4
in-2 Dist. =
ft
Design Shear @ Right
= 25.6
kips Shear = 19.08
k
....Area Req'd
= 124.k
in-2 Moment=
ft--k
Defl =
in
Brg Req'd @ Left
- 9.67
in ...... Live Load Location .......
Brg Req'd @ Right
= 9.67
in @ LEFT CANT. ? Y
Y/n
Camber @ Left
=
in @ CENTER SPAN ? Y
Y/n
@ Center
= -3.67
in @ RIGHT CANT. ? Y
Y/n
@ Right
=
---------------------------------
HOWARD PARSELL COMPANY
t4tle':CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA,LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
------------------------------------------------------------
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN Page c 7
!DESCRIPTION » TYPICAL GLU-LAMS
L=57.2'
----------- BEAM DATA --------------
----------- DESIGN DATA ----------
TIMBER SECTION
= 5.125x34.5
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
- 5.125
in
USE BEAM WEIGHT ? Y Y/n
BEAM DEPTH
- 34.5
in
R$DUCE SHR BY 'd' ? Y y/n
LAMINATION THICKNESS
- 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
= 165
psi
FIXITY CODE ----->> I «
Fc - BEARING
= 385
psi
1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=1800000,psi
3=Fix/Pin, 4=Fin/Fix
BEAM DENSITY
= 35
pcf
5=Fix/Free
----------- SPAN DATA -------------
--------- UNBRACED LENGTHS -------
CENTER SPAN
- 57.2
ft
Le : CENTER SPAN - ft
LEFT CANTILEVER
=
ft
Le : LEFT CANT. = ft
RIGHT CANTILEVER
=
ft
Le : RIGHT CANT. = ft
-------------------------------
APPLIED
LOADS ----------------------------
........
Use
'-' distances for left cantilever !
......Uniform........
@ Center:
..................
Trapezoidal .................
Dead = 240
plf
Live = 240
plf
@ Left Cant:
Dead =
plf
Live -
plf
@ Right Cant:
Dead =
plf
Live -
plf
Dead @ Left =
@ Right=
Live @ Left =
@ Right=
...X-Left =
...X-Right =
............................
..#2.. ..#3.
Dead =
Live =
Dist.
Concentrated ...
. #4.. ..#5..
plf
plf
plf
plf
ft
ft
lbs
lbs
ft
Applied Moments ..........................
...........................
Dead
=
in--#
I,�'ive
=
in-#
Dist
=
ft
--------------------------------
SUMMARY
------------_----_---_------------
USING:
5.125" x 34.50"
Beam,
Bending
= 94.6%, Shear = 55.12%
Reactions: Dead
Max.
Max.
M+@ 28.6 ft =
213.886
ft-k
Left = 8.09
14.96
k
Max.
M-@ ft -
ft-k
Right = 8.09
14.96
k
Max
@ Left -
ft-k
Deflections:
Max
@ Right -
ft-k
Center. _ -2.16
-3.99
in
Max.
Allow Moment =
226.027
ft-k
...L/Defl.= 318
172
...Dist. = 28.60
28.60
ft
fb :
Max. Actual =
2,525
psi
Left -
in
Fb :
Allowable -
2,668
psi
...L/Defl.=
fv :
Max. Actual -
113.7
psi
Right -
in
Fv :
Allowable =
206.3
psi
...L/Defl.=
Max.
Shear @ Left =
14.9570
k
Max.
Shear @ Right =
14.9570
k
Ck = .811(E/Fb)".5=
22.21
Sxx
- Supplied =
1016.7
in-3
Cs = (LeD/B-2)".5 =
Area
Supplied =
176.81
in"2
Cf = (12/d)".Ill =
0.89
HOWARD PARSELL COMPANY
At7.e :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA,LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
----------------------------------------------------------_----------___�
TIMBER
BEAM
ANALYSIS & DESIGN
GENERAL
---------------
------- REQUIRED Sxx &
Area ------
-------- ALLOWABLE STRESSES ------
Max. Center Mom
= 213.9
ft-k
Fb. Fv
....Sxx Req'd
- 962.1
in"3
Center Span = 2.67
ksi
Max. Left Mom.
=
ft-k
Left Support = 2.67 0.21
ksi
....Sxx Req`d
=
in'3
Right Support= 2.67 0.21
ksi
Max. Right Mom
= 0.0
ft-k
..Sxx Req'd
= 0.0
in"3
---------- QUERY VALUES ---------
Design Shear @ Left
= 20.1
kips
Left Center Right
....Area Req'd
= 97.5
in-2
Dist. =
ft
Design Shear @ Right
= 20.1
kips
Shear = 14.96
k
....Area Req'd
- 97.5
in-2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left
= 7.58
in
...... Live Load Location .......
Brg Regld @ Right
= 7.58
in
@ LEFT CANT. ? Y
y/n
Camber @ Left
=
in
@ CENTER SPAN ? Y
y/n
@ Center
= -3.24
in
@ RIGHT CANT. ? Y
y/n
@ Right
-
in
----------------------------------
HOWARD PARSELL COMPANY
Tile :CHANNEL COMMERCIAL CORP.
4834 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
------------------------------------------------------------------------
GENERAL
TIMBER BEAM ANALYSIS & DESIGN Page lf-' I
------------------------------------------------------------------------
DESCRIPTION >> TYPICAL GLU-LAMS L=47.6t
---------- BEAM DATA ---------------
---------- DESIGN DATA ----------
TIMBER SECTION
= 5.125x28.5 LOAD DURATION FACTOR= 1.25
BEAM WIDTH
- 5.125 in USE BEAM WEIGHT ? Y
y/n
BEAM DEPTH
= 28.5 in RtDUCE SHR BY Id, ? Y
y/n
LAMINATION THICKNESS
- 1.5 in
Fb - BENDING
= 2400 psi --------- END CONDITIONS--------
Fv - SHEAR
= 165 psi FIXITY CODE ----->> 1
[E
Fe - BEARING
= 385 psi 1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=1800000,psi 3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35 pefa=Fix/Free
---------- SPAN DATA -------------
-------- UNBRACED LENGTHS -------
CENTER SPAN
= 47.6 ft Le : CENTER SPAN =
ft
LEFT CANTILEVER
= ft Le : LEFT CANT. =
ft
RIGHT CANTILEVER
= ft Le : RIGHT CANT. =
ft
--------------------------------
APPLIED LOADS ----------------------------
........ Use t-t distances for left cantilever
......Uniform........
@ Center:
.................. Trapezoidal .................
Dead = 240 plf
Live = 240 plf
Dead @ Left =
pif
@ Left Cant:
@ Right=
plf
Dead = plf
Live @ Leff =
plf
Live = plf
@ Right=
plf
@ Right Cant:
...X-Left =
ft
Dead = plf
...X-Right =
ft
Live = plf
............................
Concentrated ............................
Dead =
Ibs
Live -
lbs
Dist. -
ft
...........................
Applied Moments ..........................
Dead =
in-#
Vive
in-#
Dist =
ft
-------------------------------
SUMMARY =------------------------------'
USING: 5.12511 x 28.501,
Beam, Bending = 92.7/, Shear = 55.22
Reactions: Dead Max.
'
Max. M+@ 23.8 ft =
146.000 ft-k Left - 6.56 12.27
k
Max. M-@ 47.6 ft =
ft-k Right = 6.56 12.27
k
' Max @ Left -
ft-•k Deflections:
'
' Max @ Right =
ft-k Center. - -1.79 -3.35
in '
Max. Allow Moment =
157.554 ft-k ...L/Defi.= 319 171
F
..Dist. = 23.80 23.80
ft
fb Max. Actual =
2,525 psi Left -
in
Fb Allowable =
2,725 psi ...L/Defl.=
fv Max. Actual =
113.9 psi Right -
in
Fv Allowable =
206.3 psi ...L/Defl.=
Max. Shear @ Left =
12.2689 k
Max. Shear @ Right =
12.2689 k Ck = .811(E/Fb)`.5= 22.21
Sxx - Supplied =
693.8 in-3 Cs = (LeD/B"2)".5 =
Area Supplied =
`-------------------------------------
146.06 in-2 Cf = (12/d)".111 = 0.91
--------_--------------------___--
'
HOWARD PARSELL COMPANY
1%r1e :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
--------------------
GENERAL
TIMBER BEAM
ANALYSIS & DESIGN
C
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
-------- ALLOWABLE STRESSES ------
Max. Center Mom =
146.0
ft-k
Fb Fv
....Sxx Req'd
- 642.9
in-3
Center Span = 2.73
ksi
Max. Left Mom =
ft-k
Left Support = 2.73 0.21
ksi
....Sxx Req'd =
in-3
Right Support= 2.73 0.21
ksi
Max. Right Mom =
0.0
ft-k
....Sxx Req'd =
0.0
in'3
---------- QUERY VALUES ---------
Design Shear @ Left -
16.6
kips
Left Center Right
....Area Req'd =
80.7
in-2
Dist. =
ft
Design Shear @ Right =
16.6
kips
Shear = 12.27
k
....Area Req'd =
80.7,in"2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left =
6.22
in
...... Live Load Location .......
Brg Req'd @ Right =
6.22
in
@ LEFT CANT. ? Y
y/n
Camber @ Left =
in
@ CENTER SPAN ? Y
y/n
@ Center =
-2.68
in
@ RIGHT CANT. ? Y
y/n
@ Right =
in
----------------------------------
0
HOWARD PARSELL COMPANY
T'tle :CHANNEL COMMERCIAL CORP.
•: 4854 MAIN STREET
S�ope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
GENERAL
-------------------------------------------------------------------------
TIMBER
BEAM
ANALYSIS & DESIGN -- -
PageC q
DESCRIPTION >> LINE
6 BEAM A
GIRDER
»
BEAM DATA -------------
---------- DESIGN DATA -----------
TIMBER SECTION
= 6.75x36.0
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
= 6.75
in
USE BEAM WEIGHT ? Y
y/n
BEAM DEPTH
= 36
in
REDUCE SHR BY Id, ? Y
y/n
LAMINATION THICKNESS
- 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
= 165
psi
FIXITY CODE ----->> 1
Ee
Fc - BEARING
= 385
psi
1=Pin/Fin, 2=Fix/Fix
ELASTIC MODULUS
=1800000
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
- 3a
pcf
5=Fix/Free
----------- SPAN DATA --------------
--------- UNBRACED LENGTHS -------
CENTER SPAN
= 36
ft
Le : CENTER SPAN =
ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. -
ft
RIGHT CANTILEVER
-
ft
Le : RIGHT CANT. -
ft
APPLIED LOADS
........ Use ` distances for left cantilever !
......Uniform........
@ Center: .................. Trapezoidal .................
Dead = plf
Live = plf Dead @ Left = plf
@ Left Cant: @ Right= plf
Dead = plf Live @ Left = plf
Live - plf @ Right= plf
@ Right Cant: ...X-Left = ft
Dead = plf ...X-Right = ft
Live - plf
•........................... Concentrated ............................
..#1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8. .
Dead = 17300 17300 lbs
Live = 14400 14400 lbs
Dist. = 8 28 ft
........................... Applied Moments
. -��1- - ..�p2..
..��3..
..i�4..
..��5.. - -��6- - • -4�7- -
- -��8- -
Dead
-
in-#
Live
-
in-#
Deist
=
ft
---
_-------------------
SUMMARY
'
USING: 6.750" x 36.00" Beam.,
Bending = 81.6%, Shear = 97-52%
Reactions: Dead
Max.
Max.
M+@ 18.0 ft =
263.168
ft-k
Left = 18.36
32.76
k
Max.
M-@ 36.0 ft _
ft-k
Right = 18.36
32.76
k
Max
@ Left -
ft-k
Deflections:
Max
@ Right -
ft-k
Center. = -0.81
-1.45
in
Max.
Allow Moment =
322.614
ft--k
...L/Defl.= 531
298
...Dist. = 18.00
18.00
ft
' fb
Max. Actual =
2,166
psi
Left =
in
Fb
Allowable =
2,655
psi
...L/Defl.=
fv
Max. Actual =
201.1
psi
Right =
in
Fv
Allowable =
206.3
psi
...L/Deft.=
Max.
Shear @ Left =
32.7631
k
;
Max.
Shear @ Right =
32.7631
k
Ck = .8ll(E/Fb)--5=
22.21
Sxx
- Supplied =
1458.0
in-3
Cs = (LeD/B"2)".5 =
;
Area
-----_-----------------------------------------------------------------
Supplied =
243.00
in"2
Cf = (12/d)".111 =
0.89
HOWARD PARSELL COMPANY
T. tle :CHANNEL COMMERCIAL CORP.
485'4 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
;YORBA, LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777--9083
Dsngr :RH Date:12-Nov-93
-------- -------------------------------------------
- - GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN
"-`I Z
----------------
------ REQUIRED Sxx &
Area -------
------- ALLOWABLE STRESSES ------
Max. Center Mom
- 263.2
ft-k
Fb. Fv
....Sxx Req'd
= 1189.3
in^3
Center Span = 2.66
ksi
Max. Left Mom
=
ft-k
Left Support = 2.66 0.21
ksi
....Sxx Req'd
=
in-3
Right Support= 2.66 0.21
ksi
Max. Right Mom
= 0.0
ft-k
I
....Sxx Req'd
= 0.0
in-3
----------- QUERY VALUES ----------
Design Shear @ Left
= 48.9
kips
Left Center Right
....Area Req'd
= 237.0
in^2
Dist. =
ft
Design Shear @ Right
= 48.9
kips
Shear = 32.76
k
....Area Req'd
= 237.01in"2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left
- 12.61
in
...... Live Load Location .......
Brg Req'd @ Right
= 12.61
in
@ LEFT CANT. ? Y
y/n
Camber @ Left
=
in
@ CENTER SPAN ? Y
y/n
@ Center
- -1.22
in
@ RIGHT CANT. ? Y
y/n
@ Right
=
in
----
GEKrMAL TIMER REM DESSr-W
61�
NL
hncDc= 263.2 -Ft�-K
R= 32 K 6 18.00 ft 19= 32,76 k
Vpiox-- 32.76 K U-iax= 32-76 K
HOWARD PARSELL COMPANY
14Vle :CHANNEL COMMERCIAL CORP.
485W MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Nutmber:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-rNov-93
GENERAL
----^
_----------------------------------------------
TIMBER
-
BEAM
-
ANALYSIS & DESIGN Page
DESCRIPTION >> LINES
r
4,5 BEAM A GIRDER
»
---------- BEAM DATA -------------
---------- DESIGN DATA ------------
TIMBER SECTION
= 6.75x30.0
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
- 6.75
in
USE BEAM WEIGHT ? Y y/n .
BEAM DEPTH
- 30
in
RtDUCE SHR BY `d, ? Y y/n
LAMINATION THICKNESS
- 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS---------
Fv - SHEAR
= 165
psi
FIXITY CODE ------->> 1 «
Fc - BEARING
= 385
psi
1=Pin/pin, 2=Fix/Fix
ELASTIC MODULUS
=1800000'
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35pcf
5=Fix/Free
------------- SPAN DATA ------------
UNBRACED LENGTHS
CENTER SPAN
= 36
ft
Le : CENTER SPAN = ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. = ft
RIGHT CANTILEVER
=
ft
Le : RIGHT CANT. - ft
------------------------------
APPLIED LOADS -----------------------------
........
Use
'-1 distances for left cantilever !
.....Uniform.
@ Center:
Dead =
Live =
@ Left Cant:
Dead =
Live =
@ Right Cant:
Dead =
Live -
................. Trapezoidal .................
Dead @ Left =
@ Right=
Live @ Left =
@ Right=
...X-Left =
plf ...X-Right -
plf
.. 1.. ..#2.. ..#3
Dead = 13300 13300
Live = 11500 11500
Dist. = 8 28
plf
plf
plf
plf
plf
plf
plf
plf
ft
ft
Concentrated ............................
. ..#4.. ..#5.. ..#6.. ..#7.. ..#8..
lbs
lbs
ft
........................... Applied
Moments ..........................
Dead
-
in-#
Live
=
in-#
Dist
=
ft
--------
SUMMARY -------------------------------
USING: 6.7501, x 30.00"
Beam,
Bending = 90.3%, Shear = 91.82%
Reactions: Dead
Max.
Max.
M+@ 18.0 ft =
206.373
ft-k
Left = 14.19
25.69
k '
Max.
M-@ 36.0 ft =
ft-k
Right = 14.19
25.69
k
Max
@ Left =
ft-k
Deflections:
Max
@ Right =
ft-k
Center. = -1.09
-1.97
in
Max.
Allow Moment =
228.622
ft-k
...L/Defl.= 398
220
...Dist. = 18.00
18.00
ft
fb :
Max. Actual -
2,446
psi
Left =
in
Fb :
Allowable =
2,710
psi
...L/Defl.=
fv :
Max. Actual =
189.4
psi
Right =
in
Fv :
Allowable -
206.3
psi
...L/Defl.=
Max.
Shear @ Left =
25.6859
k
Max.
Shear @ Right =
25.6859
k
Ck = .811(E/Fb)".5=
22.21
'
Sxx
- Supplied -
1012.5
in-3
Cs = (LeD/B"2)".5 =
'
Area
----___----__w-----------------------------------------------------------
Supplied -
202.50
in"2
Cf = (12/d)".111 =
0.90
'
HOWARD PARSELL COMPANY
T%t1e :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
IYORBA LINDA, CA 92868
Number:2837
714--777-3765
Mise .
(FAX) 714-777-9083
------------------------------------------------------------------------
Dsngr :RH Date:12-Nov-93
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN
G �r
-------- REQUIRED Sxx &
Area ------
------- ALLOWABLE STRESSES
------
Max. Center Mom =
206.4
ft-k
Fb. Fv
....Sxx Req'd =
914.0
in"3
Center Span = 2.71
ksi
Max. Left Mom. =
ft-k
Left Support = 2.71 0.21
ksi
....Sxx Req'd =
in-3
Right Support= 2.71 0.21
ksi
Max. Right Mom =
0.0
ft-k
..Sxx Req'd =
0.0
in-3
---------- QUERY VALUES ---------
Design Shear @ Left =
38.3
kips
Left Center Right
....Area Regld =
185.9
in-2
Dist. =
ft
Design Shear @ Right =
38.3
kips
Shear = 25.69
k
....Area Req'd =
185.9
in-2
Moment=
ft-k
Defl =
in
Brg Regld @ Left -
9.88
in
...... Live Lead Location .......
Brg Req'd @ Right =
9.88
in
@ LEFT CANT. ? Y
y/n
Camber @ Left =
in
@ CENTER SPAN ? Y
y/n
@ Center =
-1.63
in
@ RIGHT CANT. ? Y
y/n
@ Right =
in
---------------------------------
GENICRAL T I MBM MAM DES
C- / 6
Mmax-- 206.4 -Ft -K
R= 26 K f I6.00 ft R= 25.69 k
UMCD-- 25.69 K Vroax= 25.69 k
HOWARD PARSELL COMPANY
Title :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
-YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
---------------------------------------___---------------------------------
GENERAL
------------------------------------------------------------------------
TIMBER
BEAM
ANALYSIS & DESIGN Page G/,2
DESCRIPTION » LINE 3
BEAM A
GIRDER
---------- BEAM DATA --------------
----------- DESIGN DATA ----------_
TIMBER SECTION
= 6.75x33.0
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
= 6.75
in
USE BEAM WEIGHT ? Y y/n
BEAM DEPTH
- 33
in
R$DUCE SHR BY `d, ? Y y/n
LAMINATION THICKNESS
= 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
- 165
psi
FIXITY CODE ------->> 1 CC
Fc - BEARING
= 385
psi
1=Pin/Fin, 2=Fix/Fix
ELASTIC MODULUS
=1800000
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35
pc£
5=Fix/Free
---------- SPAN DATA --------------
UNBRACED LENGTHS
CENTER SPAN
-- 36
ft
Le : CENTER SPAN = ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. = ft
RIGHT CANTILEVER
=
ft
Le : RIGHT CANT. - ft
---------------
APPLIED
LOADS ----------------------------
........
Use
1-' distances for left cantilever d
......Uniform........
@ Center:
Dead =
plf
Live =
plf
@ Left Cant:
Dead =
plf
Live =
plf
@ Right Cant:
.................. Trapezoidal .................
Dead @ Left =
@ Right=
Live @ Left =
@ Right=
...X-Left =
Dead = plf ...X-Right -
Live = plf
............................ Concentrated ............................
Dead = 14800 14800 Ibs
Live = 12700' 12700 lbs
Dist. = 8 28 ft
........................... Applied Moments ..........................
Dead = in-#
Live -- in-#
Dist = ft
------------------- SUMMARY _;-_____
USING: 6.750" x 33.00" Beam., Bending = 83.6%, Shear = 92.48%
Reactions: Dead Max.
Max. M+@ 18.0 ft = 228.770 ft-k Left = 15.77 28.47 k
Max. M-@ 36.0 ft - ft-k Right = 15.77 28.47 k
Max @ Left = ft-k Deflections:
Max @ Right = ft-k Center. = -0.91 -1.64 in
Max. Allow Moment = 273.719 ft-k ...L/Defl.= 476 264
...Dist. = 18-00 18.00 ft
fb : Max. Actual - 2,241 psi Left = in
Fb : Allowable = 2,681 psi ...L/Defl.=
fv : Max. Actual = 190.8 psi Right = in
Fv : Allowable = 206.3 psi ...L/Defl.= '
Max. Shear @ Left = 28.4745 k '
Max. Shear @ Right = 28.4745 k Ck = .811(E/Fb)".5= 22.21
Sxx - Supplied = 1225.1 in-3 Cs = (LeD/B"2)".5 =
Area Supplied - 222.75 in-2 Cf = (12/d)".i11 = 0.89
`-----------------------_---------------------------------------------- '
plf
plf
plf
plf
ft
ft
HOWARD PARSELL COMPANY
tle :CHANNEL COMMERCIAL CORP.
Sope
485'4 MAIN STREET
:NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAR) 714-777-9083
Dsngr :RH Date:12-Nov-93
---------------------------_-_---Y-----_-_---._-------_--_-__
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN
C / 0'
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
-------- ALLOWABLE STRESSES ------
Max. Center Mom
= 228.8
ft-k
Fb. Fv
....Sxx Req'd =
1023.9
in-3
Center Span = 2.68
ksi
Max. Left Mom
=
ft-k
Left Support = 2.68 0.21
ksi
....Sxx Req'd =
in-3
Right Support= 2.68 0.21
ksi
Max. Right Mom -
0.0
ft-k
....Sxx Req'd =
0.0
in-3
---------- QUERY VALUES ---------
Design Shear @ Left =
42.5
kips
Left Center Right
....Area Req'd =
206.0
in-2
Dist. =
ft
Design Shear @ Right =
42.5
kips
Shear = 28.47
k
....Area Req'd =
206.0,
in-2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left =
10.96
in
...... Live Load Location .......
Brg Req'd @ Right =
10.96
in
@ LEFT CANT. ? Y
y/n
Camber @ Left -
in
@ CENTER SPAN ? Y
y/n
@ Center =
-1.36
in
@ RIGHT CANT. ? Y
y/n
@ Right =
in
-----------------------------------
GENERAL TINDER MAN DESI?d
Mmax-- 22e.8 -Ftrk
R-- 28 K 0 18.00 ft F= 28.47 K
Umax= 28.47 k 4m5em 28.47 K
HOWARD PARSELL COMPANY
tle :CHANNEL COMMERCIAL CORP.
485% MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,,YOR&A LINDA, CA 92868
Number:2837
714-777-3765
Misc
(FAR) 714-777-9083
Dsngr :RH Date:12-Nov-93
GENERAL
TIMBER
BEAM
----------------_-----
ANALYSIS & DESIGN Page 62.0
DESCRIPTION >> LINE 6
BEAM B
---------------------
GIRDER
------------ BEAM DATA -------------
---------- DESIGN DATA ----------
TIMBER SECTION
= 6.75x52.5
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
- 6.75
in
USE BEAM WEIGHT ? Y y/n
BEAM DEPTH
= 52.5
in
REDUCE SHR BY Id' ? Y y/n
LAMINATION THICKNESS
- 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
- 165
psi
FIXITY CODE ----->> 1 <<
Fc - BEARING
= 385
psi
1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=1800000
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35
pcf
5=Fix/Free
---------- SPAN DATA -------------
-------- UNBRACED LENGTHS -------
CENTER SPAN
- 59.5
ft
Le : CENTER SPAN = ft
LEFT CANTILEVER
-
ft
Le : LEFT CANT. - ft
RIGHT CANTILEVER
= 12
ft
Le : RIGHT CANT. - ft
APPLIED LOADS
........ Use 1-1 distances for left cantilever !
......Uniform........
@ Center:
..................
Trapezoidal .................
Dead = plf
Live = plf
Dead @
Left =
plf
@ Left Cant:
@
Right=
plf
Dead = plf
Live @
Left =
plf
Live = plf
@
Right=
plf
@ Right Cant:
...X-Left -
ft
Dead = plf
...X-Right =
ft
Live = plf
........ ..................
Concentrated ............................
..#1.. ..#2..
..#3..
..#4..
..#5.. ..#6.. ..#7..
..#8..
Dead = 17300 17300
17300
18400
lbs
Live = 14400 14400
14400
14400
lbs
Dist. = 19.5 39.5
59.5
71.5
ft
...........................
Applied Moments ..........................
Dead =
in-#
Live =
in-#
Dist =
ft
'- ----------
SUMMARY
-=----------------------------'
�-
USING6.75011x 52.50"
Beam,
Bending = 88.4%, Shear = 82.80/
'
Reactions: Dead
Max.
'
Max. M+@ 19.7 ft =
581.903
ft-k
Left = 33.49
62.41
k
Max. M-@ 59.5 ft =
--227.00
ft-k
Right = 60.27
106.25
k ;
Max @ Left =
ft-k
Deflections:
Max @ Right =
-399.80
ft-k
Center. = -1-10
-2.36
in
Max. Allow Moment =
657.947
ft-k
...L/Defl.= 648
302
;
...Dist. = 27.75
28.61
ft ;
fb : Max. Actual -
2,252
psi
Left -
in '
Fb : Allowable -
2,546
psi
...L/Defl.=
'
fv : Max. Actual =
170.8
psi
Right = 0.29
1.08
in '
Fv : Allowable =
206.3
psi
...L/Defl.= 988
266
'
Max. Shear @ Left =
30.7136
k
Max. Shear @ Right =
40.7154
k
Ck = .811(E/Fb)^.5=
22.21
;
Sxx - Supplied =
3100.8
in-3
Cs = (LeD/B"2)".5 =
Area Supplied -
-------------------------------------------------------------------------
354.38
in-2
Cf = (12/d)".111 =
0.85
'
HOWARD PARSELL COMPANY
T"tle :CHANNEL COMMERCIAL CORP.
` 48Y4 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
-.YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
-_------r------------------------------------------_---------------_----_-_--
GENERAL
TIMBER
BEAM
ANALYSIS. & DESIGN
--
I
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
------- ALLOWABLE STRESSES ------
Max. Center Mom
= 581.9
ft-k
Fb Fv
....Sxx Req'd
= 2742.4
in-3
Center Span = 2.55
ksi
Max. Left Mom
-
ft-k
Left Support = 2.55 0.21
ksi
....Sxx Req'd =
in-3
Right Support= 2.55 0.21
ksi
Max. Right Mom
= 399.8
ft-k
'
....Sxx Req'd =
1884.2
in-3
---------- QUERY VALUES ----------
Design Shear @ Left
= 45.5
kips
Left Center Right
....Area Req'd =
220.7
in-2
Dist. =
ft
Design Shear @ Right =
60.5
kips
Shear = 27.81 27.81
k
....Area Req'd -
293.4
in-2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left =
24.02
in
...... Live Load. Location .......
Brg Req'd @ Right -
40.88
in
@ LEFT CANT. ? Y
y/n
Camber @ Left =
in
@ CENTER SPAN Y
y/n
@ Center =
-1.65
in
@ RIGHT CANT. ? Y
y/n
@ Right =
0.44
in
-----------------------------------
r
r
GENERAL TIMBER BEAM DESNW,
C-,L L�
am
4-
rhmc-- W t.9 4t-k -4eS 4t-k
ft-- 62 K 0 19.74 -Ft R-- 106.25 K
umm— 36.71 K Umcix= 40.72 Ic
HOWARD PARSELL COMPANY
Atle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
-------------------------------------------------------
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN Page C-
-------------------------------------------------------------------------
DESCRIPTION >> LINES
4,5 BEAM B
GIRDER
----------- BEAM DATA -------------
----------- DESIGN DATA ----------
TIMBER SECTION
= 6.75x46.5
LOAD DURATION FACTOR= 1.25
BEAM WIDTH
= 6.75
in
USE BEAM WEIGHT ? Y
y/n
BEAM DEPTH
= 46.5
in
REDUCE SHR BY 'd' ? Y
y/n
LAMINATION THICKNESS
= 1.5
in
Fb - BENDING
= 2400
psi
--------- END CONDITIONS--------
Fv - SHEAR
- 165
psi
FIXITY CODE ----->> 1
EE
Fc - BEARING
- 385
psi
1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS
=1800000
psi
3=Fix/Pin, 4=Pin/Fix
BEAM DENSITY
= 35
pcf
5=Fix/Free
----------- SPAN DATA -------------
--------- UNBRACED LENGTHS --------
CENTER SPAN
= 59.5
ft
Le : CENTER SPAN =
ft
LEFT CANTILEVER
=
ft
Le : LEFT CANT. =
ft
RIGHT CANTILEVER
= 12
ft
Le : RIGHT CANT. =
ft
APPLIED LOADS
........ Use '-' distances for
left cantilever
......Uniform........
@ Center:
.................. Trapezoidal
.................
Dead =
plf
Live =
plf
Dead @ Left =
plf
@ Left Cant:
@ Right=
plf
Dead =
plf
Live @ Left =
plf
Live -
plf
@ Right=
plf
@ Right Cant:
...X-Left =
ft
Dead =
plf
...X-Right -
ft
Live =
plf
............................ Concentrated. ............................
#l.. #2.. #3.. #4.. #5.. #6.. #7.. ..#8..
Dead = 13300 13300 13300 14200 lbs
Live = 11500 11500 11500 11500 lbs
Dist. = 19.5 39.5 59.5 71.5 ft
........................... Applied Moments ..........................
.. #1.. .. #2 .. .. #3 .. .. #4 .. .. #5 .. .. #6 .. .. #7 .. .. #8 . .
Dead
-
in-#
Live
=
in -gyp
Dist
=
ft
�----------------------------
SUMMARY
_-------------------------------
USING:
6.750" x 46.50" Beam,
Bending = 87.8%, Shear =
73.76f
;
Reactions: Dead
Max.
'
Max.
M+@ 19.7 ft
= 459.301
ft-k
Left = 26.03
49.12
k
Max.
M-@ 59.5 ft
=-175.89
ft-k
Right = 46.83
83.55
k
Max
@ Left
-
ft-k
Deflections:
;
Max
@ Right
=-313.89
ft-k
Center. = -1.24
-2.69
in ;
Max.
Allow Moment
= 523.160
ft-k
...L/Defl.= 575
265
...Dist. = 27.75
28.61
ft
fb :
Max. Actual
= 2,266
psi
Left =
in
` Fb .
Allowable
- 2,581
psi
...L/Defl.=
fv :
Max. Actual
= 152.1
psi
Right - 0.33
1.24
in
Fv :
Allowable
- 206.3
psi
...L/Defl.= 861
231
Max.
Shear @ Left
= 24.3218
k
Max.
Shear @ Right
= 32.1367
k
Ck = .81l(E/Fb)".5=
22.21
;
Sxx
- Supplied
= 2432.5
in-3
Cs = (LeD/B"2)'.5 =
Area
Supplied
= 313.88
in"2
Cf = (12/d.)-.111 =
0.86
;
--------------------
--------------------------------------------------
HOWARD PARSELL COMPANY
TV le :CHANNEL COMMERCIAL CORP.
485-4 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Mise .
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
------------------
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN
C Z
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
------- ALLOWABLE STRESSES --------
Max. Center Mom
= 459.3
ft-k
Fb Fv
....Sxx Req'd
- 2135.6
in-3
Center Span = 2.58
ksi
Max. Left Mom
-
ft-k
Left Support = 2.58 0.21
ksi
....Sxx Regld
=
in-3
Right Support= 2.58 0.21
ksi
Max. Right Mom
= 313.9
ft--k
'
....Sxx Req`d
= 1459.5
in-3
---------- QUERY VALUES ----------
Design Shear @ Left
= 36.0
kips
Left Center Right
....Area Regld
- 174.7
in-2
Dist. =
ft
Design Shear @ Right
= 47.7
kips
Shear = 22.00 22.00
k
....Area Req'd
= 231.5
in-2
Moment=
ft-k
'
Defl =
in
Brg Req'd @ Left
- 18.90
in
...... Live Load Location .......
Brg Req'd @ Right
= 32.15
in
@ LEFT CANT. ? Y
y/n
Camber @ Left
-
in
@ CENTER SPAN ? Y
y/n
@ Center
= -1.86
in
@ RIGHT CANT. ? Y
y/n
@ Right
= 0.50
in
-------------------------_,_--.
__
GENERAL TIMUM
Gym
12:
-314 4t-K
hbr.. c-- 459.3 -Ft-k R= 83.55 K
R-- 49 K 0 19.74 -Ft ummc-- 32.14 K
IjF,Os.-- 24.32 Ir
HOWARD PARSELL COMPANYtle
:CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
_YORBA LINDA, CA 92868
'Number:2837
714-777-3765
Misc
.
(FAX) 714-777-9083
Dsngr :RH Date:12-Nov-93
------------------------------------------------------------ G y
GENERAL TIMBER BEAM ANALYSIS & DESIGN Page
DESCRIPTION >> LINE 3
BEAM B
GIRDER
---------- BEAM DATA -------------
---------- DESIGN DATA -----------
TIMBER SECTION =
6.75x49.5
LOAD DURATION FACTOR= 1.25
BEAM WIDTH =
6.75
in
USE BEAM WEIGHT ? Y
y/n
BEAM DEPTH =
49.5
in
RtDUCE SHR BY Id, ? Y
y/n
LAMINATION THICKNESS =
1.5
in
Fb - BENDING =
2400
psi
--------- END CONDITIONS--------
Fv - SHEAR -
165
psi
FIXITY CODE ----->> 1
<<
Fc - BEARING =
385
psi
1=Pin/Pin, 2=Fix/Fix
ELASTIC MODULUS=1800000
psi
3=Fix/Pin, 4-Pin/Fix
BEAM DENSITY =
35
pcf
S=Fix/Free
---------- SPAN DATA -------------
--------- UNBRACED LENGTHS -------
CENTER SPAN =
59.5
ft
Le : CENTER SPAN =
ft
LEFT CANTILEVER -
ft
Le : LEFT CANT. =
ft
RIGHT CANTILEVER =
12
ft
Le : RIGHT CANT. -
ft
---------------------------------
APPLIED
LOADS ------------------------------
........
Use `-t
distances for left cantilever
......Uniform........
@ Center:
..................
Trapezoidal .................
Dead = plf
Live = plf
Dead @
Left =
plf
@ Left Gant:
@
Right=
plf
Dead - plf
Live @
Left =
plf
Live = plf
@
Right=
plf
@ Right Cant:
...X-Left =
ft
Dead = plf
...X-Right
-
ft
Live = plf
............................
Concentrated
............................
..#l-.. ..#2..
..0..
..#4..
..#5.. ..#6.. ..#7.. ..#8. .
Dead = 14800 14800
14800
15800
lbs
Live = 12700 12700
12700
12700
lbs
Dist. = 19.5 39.5
59.5
71.5
ft
...........................
Applied
Moments ..........................
.. #5 .. .46.. .. #7 .. .. #8 . .
Dead -
in-#
Live =
in-#
DIist =
ft
SUMMARY
-=-----------
USING: 6.750" x 49.50"
Beam,
Bending
= 86.3%, Shear = 76.63%
Reactions: Dead Max.
`
Max. M+@ 19.7 ft =
507.843
ft-k
Left = 28.86 54.36
k ;
' Max. M-@ 59.5 ft =
-195.44
ft-k
Right = 51.95 92.51
k
Max @ Left =
ft-k
Deflections:
` Max @ Right =
-347.84
ft-k
Center. = -1.14 -2.47
in '
Max. Allow Moment =
588.738
ft-k
...L/Defl.= 628 289
...Dist. = 27.75 28.61
ft
fb : Max. Actual -
2,211
psi
Left -
in ;
Fb : Allowable =
2,563
psi
..L/Defl.=
fv : Max. Actual =
158.1
psi
Right = 0.30 1.14
in ;
Fv : Allowable =
206.3
psi
...L/Defl.= 947 253
Max. Shear @ Left =
26.8622
k
Max. Shear @ Right =
35.5311
k
Ck = .811(E/Fb)".5= 22.21
Sxx - Supplied =
2756.5
in-3
Cs = (LeD/B"2)".5 =
Area Supplied. =
'--------------------------------------_---------------------------------
334.13
in-2
Cf = (12/d)".111 = 0.85
,
HOWARD PARSELL COMPANY
Ntle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsn.gr :RH Date:12-Nov-93
---------_-__-_-----------------------------_-_-----------------__------------
GENERAL
TIMBER
BEAM
ANALYSIS & DESIGN
G Z %
------------------------------------------------------------------------
------ REQUIRED Sxx &
Area ------
-------- ALLOWABLE STRESSES ------
Max. Center Mom
= 507.8
ft-k
Fb Fv
....Sxx Req'd
= 2377.8
in-3
Center Span = 2.56
ksi
Max. Left Mom
=
ft-k
Left Support = 2.56 0.21
ksi
....Sxx Req'd
=
in-3
Right Support= 2.56 0.21
ksi
Max. Right Mom
= 347.8
ft-k
'
....Sxx Req'd.
= 1628.7
in-3
----------- QUERY VALUES ---------
Design Shear @ Left -
39.8
kips
Left Center Right
....Area. Req'd
- 193.0
in-2
Dist. =
ft
Design Shear @ Right =
52.8
kips
Shear = 24.30 24.30
k
....Area Req'd =
256.0
in-2
Moment=
ft-k
Defl =
in
Brg Req'd @ Left =
20.92
in
...... Live Load Location .......
Brg Req'd @ Right =
35.60
in
@ LEFT CANT. ? Y
y/n
Camber @ Left -
in
@ CENTER SPAN ? Y
y/n
@ Center =
-1.71
in
@ RIGHT CANT. ? Y
y/n
@ Right =
0.46
in
_________________________________
GENERAL TIMBER BEAM DESI�W.
12.eO
Mncbc-- 507.8 -Ft-k hf = -342 -Ft-k
R= 54 K 0 19.74 ft; R= 92.51 9
Vmx-- 26.66 Umm,-- -95.53
HOWARD PARSELL COMPANY
Title :CHANNEL COMMERCIAL CORP.
485'4 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Numher:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH
Date:12-Nov-93
------------------------------------------------------------------------
GENERAL FOOTING ANALYSIS & DESIGN
Page G Z C)
DESCRIPTION » LINE K
TYPICAL PAD AT
3,4,5,E
-----------------------
DESIGN DATA ----___------------_-_..___----
ALLOW. SOIL PRESSURE =
2,500
psf
OVERBURDEN DL WT
=
psf
SHORT TERM INCREASE =
1.33
COMBINE LL & ST ?
N
y/n
BASE PEDESTAL HEIGHT -
in
'CONCRETE WT.
= 145
pcf
SEISMIC ZONE (O=wind) =
BIAXIAL ANALYSIS
? N
y/n
AXIAL LOADS --------------
--------- DIMENSIONS
----------
DEAD LOAD -
50.7
kips
WIDTH ALONG X-X
= 6
ft
LIVE LOAD -
29.4
kips
LENGTH ALONG Y-Y
= 6
ft
SHORT TERM =
kips
THICKNESS
= 18
in
'X' LOAD ECC. FROM CL =
in
COLUMN X-X DIM.
= 18
in
'Y' LOAD ECC. FROM CL -
in
" Y-Y DIM.
= 18
in
------ Y-Y AXIS ROTATION
FORCES ------
--- X-X AXIS ROTATION
FORCES --
....Pressures @ Left/Right
....Pressures
@ Top/Bot
MOMENT: DL =
ft-k
MOMENT: DL
=
ft-k
LL
ft-k
LL
=
ft-k
Short Term. =
ft-k
Short Term
=
ft--k
SHEAR: DL =
k
SHEAR: DL
=
k
LL =
k
LL
=
k
Short Term =
k
Short Term
=
k
-------------------------------
SUMMARY
------------
......... Soil Pressure
.........
......
Moments & Shears
......
D+L
D+L+ST
Max.
Allow.
Max Pressure - 2,443
1,626
psf
Mu/Phi - 9.4
---
k-ft
Allow. " = 2,500
3,325
psf
Vu:1 Way= 20.9
76.0
psi
'X' Ecc. -
in
Vu:2 Wa.y= 51.2
152.1
psi ;
'Y' Ecc. =
in
OTM Ratio= 999.00
1.50
Service Load Pressures......
Left
Right Top
Bottom
DL + LL
2,443
2,443 2,443
2,443
psf
DL + ST + LL (if LL &
ST= Yes):
1,626
1,626 1,626
1,626
psf ;
Factored Load Pressures......
Left
Right Top
Bottom
ACI Eq 9-1
:
3,665
3,665 3,665
3,665
psf
Eq 9-2
:
1,707
1,707 1,707
1,707
psf ;
Eq 9-3
:
1,463
1,463 1,463
1,463
psf
-----------------------------------------
--� - FOOTING DESIGN DATA
-------------------------------------------------
f'e -
2,000
psi
'm'= Fy /(.85f'c)
= 35.29
Fy =
60,000
psi Vn.1... 2(£'c)".5
= 89.4
psi
REBAR CL TO SOIL =
3.5
in Vn:2... 4(f'c)".5
= 178.9
MINIMUM STEEL % =
0.0014
--- FACTORED SHEARS --------
9-1 --
9-2
--- 9-3---------
Vn Phi
TWO-WAY
51.2
22.5
19.3 psi
152.1
psi
ONE-WAY: Vu @ Left =
20.9
9.2
7.9 psi
76.0
psi
Vu @ Right =
20.9
9.2
7.9 psi
76.0
psi
Vu @ Top =
20.9
9.2
7.9 psi
76.0
psi
Vu @ Bottom=
20.9
9.2
7.9 psi
76.0
psi
--- MOMENTS ------ 9-1 -----
9-2 ---
9-3
------------ Ru--- As Re d
Mu/Phi @ Left = 9.45
4.16
3.56
k-ft 44.9
0.24
in-2
" @ Right = 9.45
4.16
3.56
k-ft 44.9
0.24
/ft
" @ Top = 9.45
4.16
3.56
k-ft 44.9
0.24
" @ Bottom= 9.45
4.16
3.56
k-ft 44.9
0.24
--- SERVICE LOAD OTM STABILITY ------------
Static ------- Short Term
---
Factor of Safety Y
- Y AXIS
=
999.00
999.00
Factor of Safety X
- X AXIS
=
999.00
999.00
GENERAL FOOTING DESIG�—
Pdl = 50.70 K
Pit - 29.40 K
Pst = 0.09 K
X Ea.- = 0.00 in
Msw
X-X AXIS ELGUATIC"
SP 9 t.aft = 24
5P @ Right - 24
v
- i
Y
............... 6-ae .......
.........}
X-x Elevation View
Y Ecx = 0.00 in
I!rFSC7_OLIIT CF17_STATIC SERVICE CF23-SHMT TERM SERVICE CF33:ACI 9'1 CF43:ACI 9--2 CF57=ACI 9--3
&Sc)
0
HOWARD PARSELL COMPANY
I'Vle :CHANNEL COMMERCIAL CORP.
485%4 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
Number:2837
714--777-3765
Mise .
(FAX) 714-777-9083
Dsngr :RH
Date:12-Nov-93
------------------------------------------------------------------------
GENERAL FOOTING ANALYSIS & DESIGN
------------------------------------------------------------------------
Page
DESCRIPTION ]> LINE 6
AT B & C
3>
-------------------------
DESIGN DATA ------------------------------
ALLOW. SOIL PRESSURE -
2,500
psf
OVERBURDEN DL WT
=
psf
SHORT TERM INCREASE =
1.33
COMBINE LL & ST ?
N
y/n
BASE PEDESTAL HEIGHT =
in
'CONCRETE WT.
= 145
pcf
SEISMIC ZONE (O=wind) -
BIAXIAL ANALYSIS
? N
y/n
AXIAL LOADS -------------
---------- DIMENSIONS
-----------
DEAD LOAD -
60.3
kips
WIDTH ALONG X-X
= 7
ft
LIVE LOAD =
46
kips
LENGTH ALONG Y-Y
= 7
ft
SHORT TERM -
kips
THICKNESS
= 18
in
'X' LOAD ECC. FROM CL
in
COLUMN X-X DIM.
= 8
in
'Y' LOAD ECC. FROM CL -
in
TT Y-Y DIM.
- 8
in
------ Y-Y AXIS ROTATION
FORCES ------
--- X-X AXIS ROTATION
FORCES --
....Pressures @ Left/Right
....Pressures
@ Top/Bot
MOMENT: DL =
ft-k
MOMENT: DL
=
ft-k
LL =
ft-k
LL
=
ft-k
Short Term =
ft-k
Short Term
=
ft-k
SHEAR: DL =
k
SHEAR: DL
=
k
LL =
k
LL
=
k
Short Term =
k
Short Term
=
k
------------------------------
SUMMARY
......... Sail Pressure
.........
......
Moments & Shears ......
'
D+L
D+L+ST
Max.
Allow.
Max Pressure = 2,387
1,448
psf
Mu/Phi = 18.5
---
k-ft;
Allow. = 2,500
3,325
psf
Vu:1 Way= 37.4
76.0
psi
'XT Eee. -
in
Vu:2 Way= 115.5
152.1
psi ;
'Y' Ecc. -
in
OTM Ratio= 999.00
1.50
;
Service Load Pressures......
Left
Right Top
Bottom
DL + LL
2,387
2,387 2,387
2,387
psf ;
DL + ST + LL (if LL &
ST= Yes):
1,448
1,448 1,448
1,448
psf ;
Factored Load Pressures......
Left
Right Top
Bottom ;
ACI Eq 9-1
:
3,623
3,623 3,623
3,623
psf ;
Eq 9-2
:
1,521
1,521 1,521
1,521
psf
Eq 9-3
:
1,303
1,303 1,303
1,303
psf ;
---�- FOOTING DESIGN DATA
r
-- --------------------------------------------
f'e -
2,000
psi
'm'= Fy /(.85f'c)
= 35.29
Fy =
60,000
psi
vn.1... 2(f'c)".5
= 89.4
psi
REBAR CL TO SOIL -
3.5
in
Vn:2... 4(f'c)".5
= 178.9
MINIMUM STEEL % =
0.0014
--- FACTORED SHEARS --------
9-1 --
9-2
--- 9-3---------
Vn * Phi
----
TWO-WAY
115.5
45.0
38.6 psi
152.1
psi
ONE-WAY: Vu @ Left =
37.4
14.6
12.5 psi
76.0
psi
Vu @ Right =
37.4
14.6
12.5 psi
76.0
psi
Vu @ Top =
37.4
14.6
12.5 psi
76.0
psi
Vu @ Bottom=
37.4
14.6
12.5 psi
76.0
psi
MOMENTS 9-1 ---
9-2 ---
9-3
------------- Ru--- As Reqd
----
Mu/Phi @ Left = 18.48
7.20
6.17
k-ft 87.9
0.35
in-2
IT @ Right = 18.48
7.20
6.17
k-ft 87.9
0.35
/ft
IT @ Top = 18.48
7.20
6.17
k-ft 87.9
0.35
IT @ Bottom= 18.48
7.20
6.17
k-ft 87.9
0.35
--- SERVICE LOAD OTM STABILITY ------------
Static --------- Short Term ---
Factor of Safety : Y
- Y AXIS
--
999.00
999.00
Factor of Safety : X
- X AXIS
=
999.00
999.00
- GENERAL FMTING DEG'd'7
Pd7 = 40.30 K
PI I - 46:08 K
Pst = 0.66 k
K Eg-. - 0.00 in
X-X AXIS FLFUATIOM
IY Evv = 0.80 in
Y-Y AXIS ELEVATIUM
C---S -2,,
FA
HOWARD PARSELL COMPANY
T*tle :CHANNEL COMMERCIAL CORP.
485% MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH
Date:12-Nov-93
GENERAL
FOOTING
ANALYSIS & DESIGN
`
PageG3
DESCRIPTION >> LINES 4,5
AT H
--------------------------
& J
>3
-------------------------------
DESIGN
DATA -------------------------------
ALLOW. SOIL PRESSURE =
2,500
psf OVERBURDEN DL WT
=
psf
SHORT TERM INCREASE =
1.33
COMBINE LL & ST ?
N
y/n
BASE PEDESTAL HEIGHT =
in CONCRETE WT.
= 145
pcf
SEISMIC ZONE (0=wind) =
BIAXIAL ANALYSIS
? N
y/n
------------ AXIAL LOADS -------------
--------- DIMENSIONS
----------
DEAD LOAD =
46.8
kips WIDTH ALONG X-X
= 6.5
ft
LIVE LOAD =
36.7
kips LENGTH ALONG Y-Y
= 6.5
ft
SHORT TERM =
kips THICKNESS
- 18
in
'X' LOAD ECC. FROM CL =
in COLUMN X-X DIM.
= 8
in
'Y' LOAD EGG. FROM CL =
in " Y-Y DIM.
- 8
in
------- Y-Y AXIS ROTATION FORCES -------
--- X-X AXIS ROTATION FORCES
--
....Pressures @ Left/Right
....Pressures @ Top/Bat
MOMENT: DL =
ft-k MOMENT: DL
=
ft-k
LL =
ft-k LL
=
ft-k
Short Term =
ft-k Short Term
=
ft-k
SHEAR: DL =
k SHEAR: DL
=
k
LL =
k LL
=
k
Short Term =
k Short Term
=
k
'----------------
SUMMARY --------------------------------'
......... Soil Pressure .........
...... Moments & Shears ......
'
D+L
D+L+ST
Max.
Allow.
Max Pressure = 2,194
1,325
psf Mu/Phi = 14.3
---
k-ft
Allow. = 2,500
3,325
psf Vu:1 Way= 29.4
76.0
psi ;
'X' Ecc. -
in Vu:2 Way= 89.8
152.1
psi
'Y' Ecc. -
in OTM Ratio= 999.00
1.50
;
' Service Load Pressures......
Left Right Top
Bottom ;
DL + LL
:
2,194 2,194 2,194
2,194
psf
DL + ST + LL (if LL & ST= Yes):
1,325 1,325 1,325
1,325
psf ;
Factored Load Pressures......
Left Right Top
Bottom
ACI Eq 9-1
:
3,332 3,332 3,332
3,332
psf ;
Eq, 9-2
:
1,391 1,391 1,391
1,391
psf ;
Eq, 9-3
:
1,193 1,193 1,193
1,193
psf ;
-------------------------------------------------------------------'
---�- FOOTING DESIGN DATA --------_--------------------------------------
f'c -
2,000
psi 'm'= Fy /(.85f'c) =
35.29
Fy =
60,000
psi Vn:1... 2(f'c)".5 =
89.4
psi
REBAR CL TO SOIL -
3.5
in Vn:2... 4(f'c)".5 =
178.9
MINIMUM STEEL % -
0.0014
--- FACTORED SHEARS --------
9-1 --
9-2 --- 9-3---------
Vn * Phi ----
TWO-WAY
89.8
34.5 29.6 psi
152.1
psi
ONE-WAY: Vu @ Left =
29.4
11.3 9.7 psi
76.0
psi
Vu @ Right =
29.4
11.3 9.7 psi
76.0
psi
Vu @ Top =
29.4
11.3 9.7 psi
76.0
psi
Vu @ Bottom=
29.4
11.3 9.7 psi
76.0
psi
--- MOMENTS -------
9-1 ---
9-2 ---
9--3
--------------
Ru---
As Reqd ----
Mu/Phi @
Left =
14.30
5.49
4.71
k-ft
68.0
0.27 in-2
@
Right =
14.30
5.49
4.71
k-ft
68.0
0.27 /ft
" @
Top =
14.30
5.49
4.71
k-ft
68.0
0.27
It @
Bottom=
14.30
5.49
4.71
k-ft
68.0
0.27
--- SERVICE LOAD OTM STABILITY -----------
Static -------
Short Term ---
Factor
of Safety
: Y
- Y AXIS
=
999.00
999.00
Factor
of Safety
X -
X AXIS
=
999.00
999.00
G>ENERM FOOTING DESYQ*
FUl = 46.8E K ♦ Y Euc = 6.W in
P11 - 26.79 k
" Pet = @.®@ K T
9 Ecc = 0.88 in
K-X AXIS ELEVATION
SP % Left = 2194 psf
SP a Hight = 2194 psf
F.�
x
Y
3
r
.............. 5.50...............E
X-X Elevation View
Y-Y AXIS ELEVATION
SP 0 Batton - 2194 PT-f
SP @ Top - 2194 psf
K
+o-
r
r
11ESC3:4UIT EF17:STATIC SERVICE EF23:SHOFT TERM SERVICE EF33-ACI 9--1 EF41:ACI 9-2 EF53-ACI 9-3
r
r
0
HOWARD PARSELL COMPANY
%tle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
-YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc. .
(FAX) 714-777--9083
.Dsngr :RH Date:12-Nov-93
----_________--------------------------_-----------------------------__-
GENERAL
FOOTING ANALYSIS & DESIGN
--
Page f-
---__ _ _-__
DESCRIPTION >> LINE 3 AT B & C
_
--------------- __------------
i3
---------------------------------
DESIGN DATA
ALLOW. SOIL PRESSURE =
2,500
psf
OVERBURDEN DL WT =
psf
SHORT TERM INCREASE -
1.33
COMBINE LL & ST ?
N
y/n
BASE PEDESTAL HEIGHT =
in
CONCRETE WT. =
145
pcf
SEISMIC ZONE (0=wind) =
BIAXIAL ANALYSIS 7
N
y/n
------------ AXIAL LOADS ---------------
--------- DIMENSIONS
DEAD LOAD =
52
kips
WIDTH ALONG X-X =
6.5
ft
LIVE LOAD =
40.6
kips
LENGTH ALONG Y-Y =
6.5
ft
SHORT TERM =
kips
THICKNESS -
18
in
'X' LOAD ECG. FROM CL -
in
COLUMN X-X DIM. =
8
in
tY' LOAD ECG. FROM CL =
in
It Y-Y DIM. =
8
in
______ Y_Y AXIS ROTATION FORCES ------
--- X-X AXIS ROTATION FORCES --
....Pressures @ Left/Right
....Pressures
@ Top/Bot
MOMENT: DL =
ft-k
MOMENT: DL =
ft-k
LL
ft-k
LL =
ft-k
Short Term =
ft-k
Short Term =
ft-k
SHEAR: DL =
k
SHEAR: DL =
k
LL =
k
LL =
k
Short Term =
k
Short Term =
k
----------------- -------------
SUMMARY
------------__-----------_--------;
......... Soil Pressure
.........
......
Moments & Shears ......
;
D+L
D+L+ST
Max.
Allow.
;
Max Pressure = 2,409
1,448
psf
Mu/Phi = 15.9
----
k-ft;
Allow. = 2,500
3,325
psf
Vu:1 Way= 32.6
76.0
psi
'Xt Ecc. =
in
Vu:2 Way= 99.5
152.1
psi ;
'Y' Ecc. =
in
OTM Ratio= 999.00
1.50
;
Service Load Pressures......
Left
Right Top
Bottom
DL + LL
2,409
2,409 2,409
2,409
psf ;
DL + ST + LL (if LL & ST= Yes):
1,448
1,448 1,448
1,448
psf
Factored Load Pressures......
Left
Right Top
Bottom ;
ACI Eq 9-1
:
3,661
3,661 3,661
3,661
psf ;
Eq 9-2
:
1,521
1,521 1,521
1,521
psf ;
Eq 9-3
:
1,303
1,303 1,303
1,303
psf
----------------------------------------------------------------------
---w- FOOTING DESIGN DATA ----------------------------------------------
ftc -
2,000
psi
'm'= Fy /(.85f'c) =
35.29
Fy =
60,000
psi
Vn-1... 2(f'c)`.5 =
89.4
psi
REBAR CL TO SOIL -
3.5
in
Vn:2... 4(f'c)".5 =
178.9
MINIMUM STEEL % =
0.0014
--- FACTORED SHEARS ---------
9-1 --
9-2
--- 9-3--------- Vn * Phi
----
TWO-WAY
99.5
38.3
32.8 psi
152.1
psi
ONE-WAY: Vu @ Left =
32.6
12.5
10.7 psi
76.0
psi
Vu @ Right =
32.6
12.5
10.7 psi
76.0
psi
Vu @ Top -
32.6
12.5
10.7 psi
76.0
psi
Vu @ Bottom=
32.6
12.5
10.7 psi
76.0
psi
--- MOMENTS ------ 9-1 ---
9-2 ---
9-3
--------------- Ru---
As Reqd
----
Mu/Phi @ Left = 15.86
6.10
5.23
k-ft 75.4
0.30
in'2
it @ Right = 15.86
6.10
5.23
k-ft 75.4
0.30
/ft
't @ Top = 15.86
6.10
5.23
k-ft 75.4
0.30
tt @ Bottom= 15.86
6.10
5.23
k-ft 75.4
0.30
--- SERVICE LOAD OTM STABILITY -----------
Static ------- Short Term ---
Factor of Safety : Y -
Y AXIS
=
999.00
999.00
Factor of Safety : X -
X AXIS
=
999.00
999.00
HOWARD PARSELL COMPANY Atle :CHANNEL COMMERCIAL CORP.
48524 MAIN STREET Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868 Number:2837
714-777-3765 Misc .
(FAX) 714-777-9083 Dsngr :RH Date:12-Nov-93
---------------------------_-------------------------------------------
STEEL COLUMN DESIGN Page C. 3 7
_DESCRIPTION->> TYPICAL PIPE COLUMNS LINES H & J WORST CASE
--------- COLUMN DATA ----------- ------------ DESIGN DATA-------------
AISC SECTION------>>P10std Fy - 36 ksi
TOTAL COLUMN HT. = 26 ft LOAD DURATION FACTOR = I
COMBINE LL & ST ? N y/n
SUPPORT FIXITY --->> 1 E<
1=Pin/Pin, 2=Fix/Fix, 3=Pin/Fix SIDESWAY 1:Restrained, O:Free
4=Fix/Pin, 5=Fix/Free X-X AXIS = I
(Bottom/Tap) Y-Y AXIS - 1
UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS:
X-X AXIS - 26 it X-X AXIS = 1
Y-Y AXIS = 26 ft Y-Y AXIS - 1
--------------------------- APPLIED LOADS -----------_---_-_--_----__---
AXIAL DEAD LOAD = 60.3 kips ECC. for X-X MOMENTS = in
Tt LIVE LOAD - 46 kips " TT Y-Y " = in
it SHORT TERM = kips
Dead Live Short SLoc ELoc
X-X AXIS MOMENTS: TOP = k-ft
BOTTOM - k-ft
BTWN ENDS = ft
Y-Y AXIS MOMENTS: TOP = k-ft
BOTTOM = k-ft
BTWN ENDS = ft
POINT LOADS: (k) X-X - ft
Y_Y _ ft
UNIFORM: (k/ft) X-X = ft
Y-Y - ft
----------------------------- SUMMARY ---------------------------------
USE : P10STD, Max Stress Ratio = 0.60
Load Comb... » Dead Live D+L DL+ST
Formula 1.6 - la = 0.342 0.261 0.603 0.342 OK
Formula 1.6 - lb - 0.235 0.179 0.414 0.235 OK ;
`. Formula 1.6 -- 2 = OK ;
Actual & Allowable Stresses...
Fa : Allowable -
14.81
14.81
14.81
14.81
ksi
;
fa Actual =
5.07
3.87
8.93
5.07
ksi
' Fb•xx Allow [1.6-la] =
23.76
23.76
23.76
23.76.ksi
;
[1.6-lb & 1.6-2] =
23.76
23.76
23.76
23.76
ksi
' fb:xx Actual =
ksi
Fb:yy : Allow [1.6-la] -
23.76
23.76
23.76
23.76
ksi
Tt T [1.6-lb & 1.6-2] =
23.76
23.76
23.76
23.76
ksi
;
' fb:yy Actual -
ksi
Max X-X Axis Deflection =
in @
ft from base
Max Y-Y Axis Deflection =
in @
ft from base
' -------_-----------------------------------------------------------
---------------------------- STEEL SECTION DATA
-----------_-------------
DEPTH = 10.75
in
I-xx
=
161
in"4
WIDTH =
in
S-xx
=
29.953
in-3
FLANGE THICKNESS =
in
R-xx
_
3.678
in
WEB THICKNESS = 0.365
in
I-yy
=
161
in-4
AREA = 11.90
in-2
S-yy
=
29.95
in-3
WEIGHT - 40.40
#/ft
R-yy
=
3.678
in
r-T =
COMPANY
pARSELL
CIAL
T'�*tle : C�NWAREHOUSERADDITIONP
:NEW
HOWARD
Scope
48554 MAIN STREET
Number:2837
,YORBA LINDA, CA 92868
Misc
Dt��12'Nev'93
714-777-3765
Dsngr :RH
--
(FAX) 714-777-9083
____________________________________
G3
------------------------ISTEEL
COLUMN DESIGN --------------------------
_T____- ___________MEDIA__
INTERMEDIATE�STRES
___S CALCULATION VALUES
Flex (DL+LL+ST)
---------------
- 20754. Psi
_^________
rFlexr(DL+LL) _
20754.
20754.
psi F°ey (DL+LL+ST)
psi
= 20754. psi
O.60
F,ey (DL+LL) _
(DL+LL) �_
0•60
C:x (DL+LL+ST)
m.
Cm:y (DL+LL+ST)
_ 60
O. b0
Cm:x
Cm:y (DL+LL)
O.60 1.60
Cb:x (DL+LL+ST)
1.75
1.75
_
Cb:x (DL+LL) _
1.75
Cb:y (DL+LL+ST)
Gb:Y (DL+LL) -
tle :CHANNEL CIAL
L COMPANY
HOWARD PARSEC
Scope :NEW WAREHOUSERADDITIONP.
48514 MAIN STREET
Number:2837
,YORBA LINDA, CA 92868
Misc
Date:l 93
714-777-3765
Dsngr :RH
--Nov-
(FAX) 714-777-9083 r}-----------------------------_-__--_-_--_-_page
G3
-----___'-__------'_r^_r=^STEEL-'
COLUMN
-------------------------
--DESIGN
-DESCRIPTION >> TYPICAL PIPE COLUMN
LINES 3,4,5
+
>>
--
-_ -------- DESIGN
DATA-----
36 ksi
_ - COLUMN DATA
RISC^SECTION ---r ?>P10std
ft
Fy
LOAD DURATION
=
1
FACTOR'= N y/n
TOTAL COLUMN HT • - 27.5
COI�l.BINE LL &
ST
__>> 1 <C
SUPPORT FIXITY _ 3=Pixz/Fix
SIDESWAY
1:Restrained, O:Free
1
1-Pin/Pin, 2=Fix/Fix,
X-X AXIS
1
4=Fix/Pin, 5=Fix/Free
Y-Y AXIS
=
(Bottom/Top)
EFFECTIVE LENGTH FACTORS: 1
UNBRACED LENGTHS:
27.5 ft
X_X AXIS
_ 1
-
_
X-X AXIS 27.5 ft
Y-Y AXIS
_Y----__-_
y-Y AXIS r __ APPLIED
_�_^_----
LOADS -------------------
for X- X MOMENTS in
____ _
- ---
AXIAL DEAD LOAD - 52 kips
40.b kips
ECC. _ in
It It Y-Y
« LIVE LOAD =
- kips
tt Dead Live shortSLoc
SHORT TERM
ELoc
-- ____ -_
-------
--------------k-ft
X-X AXIS MOMENTS: TOP -
BOTTOM =
k-ft
ft
BTWN ENDS =
k-ft
y-Y AXIS MOMENTS: TOP -
BOTTOM -
k-ft
ft
BTWN ENDS =
ft
POINT LOADS: (k) X-X -
Y-Y _
ft
f t
UNIFORM: (k/ft) X-X =
SUMMARY -------
_____ft-
___ ___ ____-__--
'^USE +-P10STD,-+MaxrStress Ratio = 0 55Live
Dead
D+L DL+ST
Load. Comb ... »
0.202
�
0.360 0.202 OK
- la -
Formula 1•b =
0 0.150
OK
Formula 1.6 - lb
,
_
Formula 1.6 - 2
' Actual & Allowable Stresses...
14.24 14.24
14.24 14.24 ksi �
ksi
Fa : Allowable -
4.37 3.41
7.78 4.37 f
23.76 23.76.ksi
fa : Actual
' Fb:xx : Allow [1.6-1a] -
23.76 23.76
23.76 23.76
23.76 23.76 ksi
ksi
tt [1.b-lb & 1.6-2] =
fb:xx Actual r
[1.6-1a] -
23.7b 23.76
23.76 23.76 ksi
23.7 6 23.76 ksi
Fb:YY : Allow
tt ,t [1.6-1b & 1.6-2]
23.76 23-76
ksi
£b:yY Actual =
'
'
ft from base
'
Max X-X Axis Deflection =
in @
in @
ft from base -�
' Max Y-Y Axis Deflection -
---------------------------------------�
_________________ --------------
STEEL SECTION DATA
------___-_---
------- - 161 in-4
________
__------------- - 10.75
in I-xx
= 29.953 in-3
DEPTH =
in S-xx
= 3.678 in
WIDTH -
FLANGE THICKNESS r 0.365
in R-xx
in I-yy
_ 161 in-4
_ 29.95 in"3
WEB THICKNESS - 11 90
in'2 S-yy
- 3.678 in
AREA 40.40
#/ft R-YY
WEIGHT
�''� tie :CHANNEL COMMERCIAL CORP-
HOWARD PARSELL COMPANY
5�ope :NEW WAREHOUSE
ADDITION
F. 4854 MAIN STREET
Number:2837
.YORBA LINDA, CA 9286$
Miso
714-777-3765
Dsngr :RH
Date:12-Nov-93
(FAX) 714-777-9083_____________________________________
__
G ---
-------------
STEEL
------ ,_
-----------------'INTERMEDIATE
__Ffx-(DL+LL)
--COLUMN-_DESIGN'_^_--------------l--
STRESS CALCULATION VALUES
Flex (DL+LL+ST)
_
- r -----r Psi
-
18552.
Psi
F`ey (DL+LL+ST)
- 18552. Psi
F°ey (DL+LL) -
18552.
552
0.60
Psi
Cm:x (DL+LL+ST)
- 0.60
Cm:x (DL+LL) -
0.60
Cm:y (DL+LL+ST)
= 0.60
Cm:y (DL+LL) -
1.75
Cb:x (DL+LL+ST)
= 1.75
Cb:x (DL+LL) -
1.75
Cb:y (DL+LL+ST)
= 1.75
Cb:Y (DL+LL) -
HOWARD PARSELL COMPANY IN,tie :CHANNEL COMMERCIAL CORP.
'- 485`4 MAIN STREET Scope :NEW WAREHOUSE ADDITION
_YORBA LINDA, CA 92868 Number:2837
714-777-3765 Misc
(FAX) 714-777-9083 Dsngr :RH Date:l2-Nov-93
-----------�------------------------------------------------------
r _ - r -- STEEL COLUMN DESIGN g G4-------------------------------------------------------------------------
DESCRIPTION 7> TYPICAL PIPE COLUMN LINE G AT 3,4,5,E
73
^ COLUMN DATA ----------- ----------- DESIGN DATA --------------
AISC SECTION ------>>P8std Fy = 36 ksi
TOTAL COLUMN HT. = 25 ft LOAD DURATION FACTOR = 1
COMBINE LL & ST ? N y/n
SUPPORT FIXITY --->> I E[
1=Fin/Pin, 2=Fix/Fix, 3=Pin/Fix SIDESWAY 1:Restrained, O:Free
4=Fix/Pin, S=Fix/Free X-X AXIS = I
(Bottom/Top) Y-Y AXIS = 1
UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS:
X-X AXIS - 25 ft X-X AXIS = 1
Y-Y AXIS = 25 ft Y-Y AXIS - 1
_------------------ APPLIED LOADS ------------------------------
AXIAL DEAD LOAD - 33.5 kips ECC. for X-X MOMENTS = in
it LIVE LOAD - 28.9 kips tt'° Y-Y = in
" SHORT TERM - kips
Dead Live Short SLoc ELoc
X-X AXIS MOMENTS: .TOP = k-ft
BOTTOM = k-ft
BTWN ENDS = ft
Y-Y AXIS MOMENTS: TOP - k-ft
BOTTOM - k-ft
BTWN ENDS = ft
POINT LOADS: (k) X-X - ft
Y_Y _ ft
UNIFORM: (k/ft) X-X = ft
Y-Y = ft
F-"----------- SUMMARY --------------------------------;
-USE: PBSTD, Max Stress Ratio = 0.58
Load Comb...» Dead. Live D+L DL+ST
Formula 1.6 - la = 0.314 0.271 0.585 0.314 OK ;
Formula 1.6 - lb = 0.185 0.159 0.344 0.185 OK
' Formula 1.6 - 2 = OK
Actual & Allowable Stresses...
Fa : Allowable - 12.71 12.71 12.71 12.71 ksi
' fa Actual - 3.99 3.44 7.43 3.99 ksi ;
' Fb:xx Allow [1.6-1a] = 23.76 23.76 23.76 23.76 ksi ;
[1.6-1b & 1.6-2] = 23.76 23.76 23.76 23.76 ksi
' fb:xx Actual = ksi
Fb:yy Allow [1.6-la] - 23.76 23.76 23.76 23.76 ksi ;
[1.6-lb & 1.6-21 = 23.76 23.76 23.76 23.76 ksi
fb:yy Actual = ksi
' Max X-X Axis Deflection = in @ ft from bast
' Max Y-Y Axis Deflection = in @ ft from base ,
r-
-------------- STEEL SECTION DATA -----------------'-----------
DEPTH - 8.63 in I-xx - 72.5 in-4
WIDTH - in S-xx = 16.811 in-3
FLANGE THICKNESS = in R-xx = 2.938 in
WEB THICKNESS = 0.322 in I-yy = 72.5 in-4
AREA - 8.40 in"2 S-yy = 16.81 in-3
WEIGHT = 28.52 #/ft R-yy - 2.938 in
r-T =
HOWARD PARSELL COMPANY
Tile :CHANNEL COMMERCIAL CORP.
WAREHOUSE ADDITION
4854 MAIN STREET
Scope :NEW
YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc
Dsngr :RH
Date 12-Nov-93
(FAR) 714-777-9083
__ _ _ _____
- - T-
STEEL
--------------------------
COLUMN DESIGN
1/
------------- -
----INTERMEDIATE STRESS
CALCULATION VALUES
---------------
- Flex (DL+LL) -
14320. psi
Flex (DL+LL+ST)
Frey (DL+LL+ST)
- 14320.
= 14320.
psi
psi
F'ey (DL+LL) =
14320. psi
0.60
Cm:x (DL+LL+ST)
= 0.60
Cm:x (DL+LL) -
Cm•y (DL+LL) =
0.60
Cm:y (DL+LL+ST)
- 0.60
Cb:x (DL+LL) =
1.75
Cb:x (DL+LL+ST)
- 1.75
Cb:y (DL+LL) =
1.75
Cb:y (DL+LL+ST)
= 1.75
r
r
HOWARD PARSELL COMPANY
tle :CHANNEL COMMERCIAL
Scope WAREHOUSE ADDITION
CORP.
4854 MAIN STREET
:NEW
LINDA, CA 92868
'Number:2837
.YORBA
714-777-3765
Misc -
(FAX) 714-777-9083
Dsngr :RH-}r--Date:12-Nov-93
^----^
-__ _ _ -------GENERAL
-+
FOOTINGANALYSIS & DESIGN
Page 4
DESCRIPTION -»^LINE-G AT
3,4,5,E
AT EXISTING WALL
>3
-r}-
DESIGN
DATA -----------------------------
__________
-ALLOW. SOIL PRESSURE -
2,500
psf OVERBURDEN
psf
N /n
SHORT TERM INCREASE -
1.33
&LSTT?
'CONCRETE =
y/n
145 p cf
BASE PEDESTAL HEIGHT =
in WT.
BIAXIAL ANALYSIS ?
N y/n
SEISMIC ZONE (0=wind) =
DIMENSIONS
------------
_ - AXIAL LOADS --------------
78.5
-----.----
kips WIDTH ALONG X-X =
8 ft
DEADLOAD=
LIVE LOAD =
33.4
kips LENGTH ALONG Y-Y =
15 ft
SHORT TERM -
kips THICKNESS
18 in
7.5 in
'XI LOAD ECC. FROM CL =
-23.42
in COLUMN X-X DIM. -
'Y' LOAD ECC. FROM CL =
AXIS ROTATION FORCES ------
in Y--Y DIM. =
--- X-X AXIS ROTATION
180 in
FORCES --
------ y_y
.• ..Pressures @ Left/Right
....Pressures @ Tap/Bot
ft-k
MOMENT: DL =
ft-k MOMENT: DL =
LL =
ft-k
LL s
Short Term =
f t-k
ft-k Short Term =
ft-k
SHEAR: DL =
k SHEAR: DL =
k
k
LL =
k LL =
Short Term =
k Short Term =
k__ i
_-_r-`SUMMARY.----.
--�
' ^- - - Soil Pressure
Moments^& Shears ......
......... D+L
D+L+ST
Max.
5.6
Allow. ,
-.0 k-ft
Max Pressure = 2,537
�� = 2,50Q
1,834
3,325
psf Mu/Phi =
psf Vu:l Way= 12.6
76.0 psi
Allow.
' IXt Ecc. = -18.99
-17.58
in Vu:2 Way= 20.2
152.1 psi ;
F
'
'Y, Ecc. _
in OTM Ratio= 999.00
1.50 ,
' Service Load Pressures......
Left Right Top
11150
Bottom
1,150 psf
' DL + LL
' DL + 5T + LL {if LL & STD
: 2,537
Yes}: 1,834 872
872 psf ;
' Factored Load Pressures......
Left Right Top
1,694
Bottom
1,694 psf
ACI Eq 9-1
3,736
1,925 915
915 psf ;
Eq 9-2
Eq 9_3
1,650 785
785 psf ;
,-
FOOTING ---�- FOOTING DESIGN DATA
_
----------------------
2,000
______ -----------------
psi tm`= Fy /(.85f1c) =
35.29
f,'c
Fy -
60,000
psi Vn-.1...2(f'c)-.5 _
89.4 psi
REBAR CL TO SOIL =
3.5
in Vn:2...4(f�c)".5
178.9
MINIMUM STEEL % -
0.0014
9-1
-- 9-2 --- 9-3-------- _ Vn * Phi ----
--- FACTORED SHEARS --------
20.2
10.0 8.6 psi
152.1 psi
TWO-WAY
ONE-WAY: Vu @ Left -
9.2
4.5 3.9 psi
76.0 psi
Vu @ Right =
12.6
6.1 5.3 psi
76.0 psi
Vu @ Top =
2.1
1.6 1.4 psi
76.0 psi
Vu @ Bottom=
2.1
1.6 1.4 psi
76.0 psi
- MOMENTS ------ 9-1 ---
9-2 ---
2.62
9-3------------- Ru---
2.25 k-ft 25.2
As Reqd ----
0.24 in`2
Mu/Phi @ Left = 5.30
tt @ Right = 5.57
2.59
2.22 k-ft 26.5
0.24 /ft
t@ Top -
k-ft
0.24
t@ Bottom=
+ SERVICE LOAD OTM STABILITY ----------
k-ft
Static ------- Short
0.24
Term ---
Factor of Safety : Y
- Y AXIS = 999.00
999.00
999.00
Factor of Safety : X
- X AXIS
= 999.00
--------------
GENEitAL FOOTING DESIG
Y Eca = 0.00 in
pol = 78.50 K
P11 y 33.40 K
Ps = 0.00 K
X EGc _ -2:•4E in
Sp Ls Left = Z337 asf
SP Cr Right = 6 Psf
erol l r rE
CESC3:QUIZ ��• -
r
r
X. -...
Y i
X-X Elevation View
Sp @ Botton = 1139 asf
Sp @ Tov = i150 osf
i
tm
iM
f�
x
�W
it
CF23:SHWT TEAM SERVICE CF33:ACI 9-1 CF47:ACI 9-2 EF53.ACI 9-
Tate :CHANNEL COMMERCIAL
WAREHOUSE ADDITION
CORP.
HOWARD PARSELL COMPANY scope :NEW
' 4854 MAIN STREEET92868 Number:2837
YORBA LINDA, Misc Date:ll-Jan-94
714-777-3765 Dsngr :RH
(FAX) 714-777-9083�-____-__-__�_______________--_---_---------------------
page G`T
--__-_--_-r-l-- TILT -UP CONCRETE WALL PANEL STRIPDESIGN
-------- -- ----TYPICAL-WALL PANEL -WITH STEELATCENTERLINE
T=7.5"
DESCRIPTION »
DESIGN DATA
-__-__--__
]> ----------
-_- WALL DATA------28`ft f,c : CONCRETE -
-
3,000 psi
60,000 Psi
CLEARWALLHT- 2 ft Fy : REINF.
0.90
PARAPET HEIGHT = PHI
_ 7.5 in
4
_
WALL THICKNESS # 5 SEISMIC ZONE
0.3
REBAR SIZE 12 in WALL : ZICP _
REBAR SPACING - in PARAPET : ZICp
0.8
12 in
3.75 R
DEPTH TO STEEL - 145 pcf EFFECTIVE LENGTH
CONCRETE WEIGHT - 150
N y/n
MAX DEFL. RATIO - COMBINE LL & ST
Y y/n
0.0020 °% INCLUDE PARAPET
MIN VERT STEEL - 0.0012 °� --- >
MIN HORIZ STEEL �_ .0012 in % FIXITY @ BASE
UBC
%
methods)____
Max. Vert. Spacing - Set to 0%.for
Horiz.Spacing = -_(__-__ VERTICAL LOADS -
Max. ------in
__--_-_-_ LATERAL LOADS - 18 psf ROOF/FLOOR LOADS:
987 lbs
WIND LOAD r .....DEAD LOAD
987 lbs
=
POINT LATERAL LOAD - ft .....LIVE LOAD _
7.25 in
..HEIGHT FROM BASE _7 1 W/s ..... LOAD ECC• -
...1:Sei.smic,2:Wind
lbs
ADDL. DEAD LOAD
lbs
UNIFORM LATERAL LOAD = plf ,t LIVE LOAD
HT. - Verticalieddaverethe
PER FOOT WALL ft Note! These
TOP OF LOAD = loads are aPP
..HT TO ft
• " = "
.. HT TQ BOTTOM 1 w/s "effective length".
, l : Seism.ic, 2 :Wind '-----------`
• - CHOICE OF DESIGN METHOD 0
-_ ----_ Iterated Enter --}
- 2b14(i} Exaet, Non- -y 1
UBC
_________
1991
1991 UBC 2614(i) ; Iterated �_� 2
iterate deflections
} 1 «
---_ _____
ACI Method #1: Eq. 9-7 and --7 3
g-7 W/ deflection @ Mn
4
fT -��
;��2: Eq.
Empirical Method ��1: Use Icr and iterate deft. 5
deft. @ Mn
Wind --- '
it TT Use Icr and --_-----_
-_- seismic
,
__-__-_ -- DESIGN SUMMARY -_----_-----
in-��
,
64,827 in# ;
j - 67 ,165
Mn * Phi 66,063 in-��
Moment Capacity: ght_
Mid-of�Wal1
31,221 in#
8,064 in#
' Applied Moments* Mu @ = 12,454 in-��
Mu @ Top
27 psil
2-7 psi
120 psi',
' 120 psi
Actual Axial Stress 0.04 f'c =
0.0069 %
Allow. Axial Stress - 0,012 : vs. 0,0069 %
* RhoBal in
0.229 in
' Max. As %: 0.6 _ 1.652
Service Deflection
' 203
1,470
' Maximum =
Height/Service Deflection Ratio 18.00 in
Parapet Mu =
1$.00 in
__-_ I
_-- -,
Spacing For
Maximum Bar S
---
----------------------------------+J----_---Wind
_----__----- --_ -- Seismic
- FACTOREDLOADANALYSIS --- 2.62 in
-_Basic
0.28 in
30,576 in-#
Deflection W/o P-Delta _ 48,633 in-#
o P-Delta 35,254 in-#
411 in-#
Basic Moment r Moment =
Excess over Cracking _ 7.31 in
Loads
0.37 in
31,221 in-#
Maximum Deflection w/Factored
enceT 66,063 in-
@ C�nACIgEquation
9-2
Mu : Maximum Moment 9-2
....Governing
d r-
-- Seismic -- --- win -
- SERVICE LOAD ANALYSIS - 0.31 in 0.22 in
24,663 in-�f
-Basic Deflection w/o P-Delta = 34,738 in-#
Basic Moment W/o P-Delta _ 6,732 in-#
- -_ -,r.-, , j, i n g Moment
tle :CHANNEL COMMERCIAL
CORP.
HOWARD PARSELL COMPANY
Scope :NEW WAREHOUSE ADDITION
485-4 MAIN STREET
Number:2837
,YORBA LINDA, GA 92868
Misc
714-777-3765
Date:11-Jan-94
(FAX) 714-777-9083 -------------------
Dsngr :RH
----------------- ---------
C4
----------------------TILT.-Up CONCRETE WALL PANEL STRIP DESIGN
_
Page
__ _____ ___________________________
DESCRIPTION ->> TYPICAL WALL -PANEL WITH STEEL AT CENTERLINE T=9"
>y
___ DESIGN DATA
----------
_ ---- WALL DATA ------ 28-ft
f,c CONCRETE -
3,000 Psi
CLEARWALL HT. - 2
ft Fy : REINF. -
60,000 Psi
PARAPET HEIGHT
9
in PHI
0.90
_
WALL THICKNESS 5
#
SEISMIC ZONE =
4
REBAR SIZE
10
_
in WALL : ZICP
0.3
REBAR SPACING -
4.5
in PARAPET : ZICP _
0.8
DEPTH TO STEEL -
145
pcf EFFECTIVE LENGTH _
12 in
CONCRETE WEIGHT -
MAX DEFL. RATIO = 150
COMBINE LL & 5T ?
N y/n
= 0.0020
% INCLUDE PARAPET 7
Y y/n
.MIN VERT STEEL
0.0012
%
MIN HORIZ STEEL -
Vert - 17.22
Max. . Spacing
Veriz.Spacing
-
in % FIXITY @ SASE -->
0% for UBC
methods)-___
= 18.00
Max.
in (Set to
---- VERTICAL LOADS
-
___--- LATERAL LOADS =---------
J - 18
psf ROOF/FLOOR LOADS:
WIND LOAD
�� ,,.. DEAD LOAD -
9S7 lbs
POINT LATERAL LOAD -
LIVE LOAD =
ft ..... .LOAD LOAD
987 lbs
.HEIGHT FROM BASE = 1
w/s .... -
7.25 in
...1:Seismic,2:Wind ?
ADDL. DEAD LOAD =
lbs
UNIFORM LATERAL LOAD
p if LIVE LOAD =
lbs
PER FOOT WALL HT. -
ft Note! These Vertical and Lateral
..HT TO TOP OF LOAD =
�..HT
ft loads are applied over the
TQ BOTTOM " =
1
w/s "effective length".
...1:Seismic,2:Wind ?
CHOICE
OF DESIGN METHOD ---------------------
_
r1991 UBCT2614(i) . Exact, Non
-Iterated Enter +->0
1
--r---r--
1991 UBC 2614(i) : Iterated
9-7 and iterate
->
deflections
3 >-r-_-r---
1 «
ACI Method #1: Eq. -�y
��2: Eq. 9-7 w/ deflection @ Mn
Empirical Method #l: Use Icr
and iterate deft. -'�
defl. @ Mn
IT if #2: Use Icr
and
Seismic r---__-_-
Wind ----
r _______ DESIGN SUMMARY -----------------
Moment Capacity: Mn * Phi
95,811 in-#
63,802 in-#
92,666 in#I
30,891 in#
=
Appliedr
Applied Moments: Mu @ Mid -Height 12, 941 in-��
Wall =
8 , 064 in��
Mu @ Top
of
2125 psi
25 psi;
'Actual Axial Stress
0.04
_
f'c _ psi
120 psi;
' Allow. Axial Stress =
* RhoBa1
= 0.012 vs. 0.0069 %
0.0069 % ;
' Max. As %: 0.6
Maximum Service Deflection
_ 0.216 in
1,556
0.131 in
2,556
=
Height/Service Deflection Ratio 17.22 in
17 22 in
' Maximum Bar Spacing For Parapet Mu - __________________-__
'
___________________ ----------------------
'^r' ANALYSIS
__ - FACTORED LOAD
------ -- Seismic --
1.22 in
_-- Wind
0.16 in
Basic Deflection w/o P-Delta
_
57,3,17 in-#
30,576 in-#
Basic Moment w/o P-Delta
_
19,436 in-#
in-#
Excess over Cracking Moment
_
Loads _ 2.51 in
0.16 in
in-#
Maximum Deflection w/Factored
_ 63,802 in-#
-
30,891
Mu : Maximum Moment @ Convergence
ACI
Equation : 9_2
9_2
....Governing
Seismic -- --- Wind ---
- SERVICE LOAD ANALYSIS ------ x 0.21 in 0.13 in
Basic Deflection w/o P-Delta 40,941 in-# 24,663 in-#
Basic Moment w/o P-Delta in-# in -fit
�v�o�� nvar Cracking Moment =
HOWARD PARSELL COMPANY Tole :CHANNEL COMMERCIAL CORP.
`4854 MAIN STREET Scope :NEW WAREHOUSE ADDITION
YORSA LINDA, CA 92868 Number:2837
714-777-3765 Misc
(FAX) 714-777-9083 Dsngr :RH Date 11-.Ian-94
------- _----------------------
r TILT-UP.CONCRETE WALL PANEL STRIP DESIGN
--- +-- - J- _-_-
MaximumDeflectionw/ServiceLoads-0.22^- in0.13 in
Maximum Moment @ Convergence = 41,341 in-# 24,906 in-#
LOAD SUMMARY ---------------------------------
All -factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.4L + 1.4E Eq.' 9-3: 0.9D +/- 1.4E
Wall Weight =
108.7
psf
WI:Wall Wt *
ZICp -
32.6
psf
W2:Parapet Wt* ZICp =
87.0
Vertical Loads:
987
plf
Pu--Axial
Seismic
= 1,382
Wind
1,036
plf
P-Axial -
P-Wall =
1,740
Pu-Wall
= 2,436
11827
Total Service
2,727
plf
Total Fact.
= 3,818
2,863
plf
^ ANALYSIS
VALUES ----------------------------
__
r_E :57,000*(f'c".5) _
3.1E+06
psi
S-gross
S * Fr
=
-
162.0
44,366
in"3
in-#
n : 29,000/Ec =
Fr: 5 * (f'c".5) -
9.29
273.9
psi
Mcr =
Rho balanced
=0.021380
Ht / Thk Ratio -
37.3
---
Wind
---
As(eff) = [ Pu:tot + (As*Fy) ] / Fy
Tat = (As*Fy + Pu)
Ict= 'a' / .85
MOMENT OF INERTIA MODIFICATION FACTOR
I -gross
I -cracked
I -effective (ACI)
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 }
-- sesm
0.9
106,457 in-#
0.420 in'2
0.823 in
0.968 in
1.00
729.0 in"4
52.3 11
It
0.9
102,962 in-#
111
HOWARD PARSELL COMPANY
T"!�tle :CHANNEL COMMERCIAL
CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
'Number:2837
714-777-3765
Misc
(FAX) 714-777-9083
Dsngr :RH Date:11-Jan-94
------------------------------------------------------------------------
TILT -UP CONCRETE WALL PANEL STRIP DESIGN
Pa e 4 17
DESCRIPTION->> TYPICAL WALL PANEL AT REVEALS T=7.5"
------------ WALL DATA ------------
---------- DESIGN DATA
-----------
CLEAR WALL HT. = 28 ft
f'c : CONCRETE =
3,000
psi
PARAPET HEIGHT = 2 ft
Fy : REINF. =
60,000
psi
WALL THICKNESS = 7.5 in
PHI
0.90
REBAR SIZE # 4
SEISMIC ZONE -
4
REBAR SPACING = 12 in
WALL : ZICp -
0.3
DEPTH TO STEEL - 5 in
PARAPET : ZICp =
0.8
CONCRETE WEIGHT = 145 pcf
EFFECTIVE LENGTH =
12
in
MAX DEFL. RATIO -- 150
COMBINE LL & ST ?
N
y/n.
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET ?
Y
y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 13.33 in
% FIXITY @ BASE --->
Max. Horiz.Spacing - 18.00 in
(Set to 0% for UBC methods)
---------- LATERAL LOADS ----------
-------- VERTICAL LOADS
----------
WIND LOAD - 18 psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD = #
.....DEAD LOAD -
987
lbs
...HEIGHT FROM BASE = ft
.....LIVE LOAD =
987
lbs
...1:Seismic,2:Wind ? 1 w/s
.....LOAD ECC. =
7.25
in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD =
lbs
PER FOOT WALL HT. = plf
IT
LIVE LOAD =
lbs
..HT TO TOP OF LOAD = ft
Note! These Vertical and
Lateral
...HT TO BOTTOM IT " = ft
loads are applied
over the
? 1 w/s
"effective length".
...1:Seismic,2:Wind
------------------------ CHOICE OF
DESIGN METHOD ---------------------_
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
--> 1---------
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2 >
1
[<
it rr #2: Eq. 9-7 w/ deflection
@ Mn --> 3-----_----
Empirical Method #1: Use Icr and
iterate defl. --> 4
Tr it #2: Use Icr and
defl. @ Mn --> 5
'--------- DESIGN SUMMARY ------------------
Seismic ---------
Wind ----
r
Moment Capacity: Mn * Phi
= 65,860 in-#
62,398
r
r
in#
Applied Moments: Mu @ Mid -Height
- 57,727 in-#
31,148
in#
r Mu @ Top of Wall
= 12,454 in-#
8,064
in#
Actual Axial Stress
= 27 psi
27
psi;
Allow. Axial Stress = 0.04 f'c
= 120 psi
120
psi;
Max. As %: 0.6 * RhoBal = 0.012
: vs. 0.0033 %
0.0033
' Maximum Service Deflection
= 1.062 in
0.229
in
' Height/Service Deflection Ratio
316
1,470
' Maximum Bar Spacing For Parapet
Mu = 13.33 in
13.33
in
_----------------------------------------------------�
------ FACTORED LOAD ANALYSIS ------
-- Seismic ---
Wind
---
Basic Deflection w/o P-Delta
-- 1.88 in
0.28
in
Basic Moment w/o P-Delta
= 48,633 in-#
30,576
in-#
Excess over Cracking Moment
- 26,917 in -gyp
339
in-#
Maximum Deflection w/Factored Loads
= 3.81 in
0.33
in
Mu : Maximum Moment @ Convergence
- 57,727 in-#
31,148
in-#
....Governing ACI Equation
9-2
9-2
------ SERVICE LOAD ANALYSIS ------ -- Seismic --- --- Wind ----
Basic Deflection w/o P-Delta - 0.31 in 0.22 in
Basic Moment w/o P-Delta = 34,738 in-# 24,663 in-#
Excess over Cracking Moment - 5,733 in-# in-#
HOWARD PARSELL COMPANY Tltle :CHANNEL COMMERCIAL CORP.
" 4854 MAIN STREET Scope :NEW.WAREHOUSE ADDITION
YORSA LINDA, CA 92868 Number:2837
714-777-3765 Misc.
(FAX) 714-777-9083 Dsngr :RH Date:11-Jan-94
----------------------
TILT-UP CONCRETE WALL PANEL STRIP DESIGN G P
---MaximumrDeflection w/Service Loads T r - 1.06 in 0.23 in
Maximum Moment @ Convergence - 36,542 in-# 255052 in-#
__ - LOAD SUMMARY -------------------------------
All factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.4L + 1.4E Eq.' 9-3. 0.9D +/- 1.4E
Wall Weight =
Vertical Loads:
P-Axial =
P-Wall =
Total Service -
----------------- --
E :57,000*(f'c".5) _
n : 29,000/Ec =
Fr. 5 * (f1c'.5) -
Ht / Thk Ratio -
90.6 psf W1:Wall Wt * ZICp - 27.2 psf
WZ:Parapet Wt* ZICp = 72.5
Seismic Wind
987 plf Pu-Axial = 1,382 1,036 plf
1,450 Pu-Wall = 2,030 1,522 11
- 2,437 plf Total Fact. = 3,412 2,559 plf
--- ANALYSIS VALUES---------
3.1E+06 psi S-gross
9.29 Mcr = S * Fr
273.9 psi Rho balanced
44.8
As(eff) = [ Pu:tot + (As*Fy) } / Fy
rat = (As*Fy + Pu) /(.85*f'c*12)
Icr= rar / .85
MOMENT OF INERTIA MODIFICATION FACTOR
1-gross
I -cracked
I -effective (ACI)
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 }
i'
Y
- = 112.5 in^3
= 30,809 in-#
=0.021380
Seismic --
0.257 in"2/ft
-- 0.504 in
-. 0.593 in
1.00
421.9 in"4
47.2 Tt
_ n
0.9
73,178 in-#
---- Wind ---
0.243 in"2
0.476 in
0.560 in
1.00
421.9 in"4
45.1 rr
rr
0.9
69,331 in-#
s
HOWARD PARSELL COMPANY
Title :CHANNEL COMMERCIAL
CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
.YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc
(FAX) 714--777-9083
Dsngr :RH Date:11-Jan-94
-
-----------_---_-------------------------------------------------_
TILT -UP CONCRETE WALL PANEL STRIP DESIGN
Pag
eG s I
TDESCRIPTION >> TYPICAL -WALL PANEL AT REVEALS T=911
------------ WALL DATA -----------
----------- DESIGN DATA
----------
CLEAR WALL HT. = 28 ft
f'c : CONCRETE =
3,000
psi
PARAPET HEIGHT = 2 ft
Fy : REINF. =
60,000
psi
WALL THICKNESS = 9 in
PHi -
0.90
REBAR SIZE # 4
SEISMIC ZONE =
4
REBAR SPACING = 12 in
WALL : ZICp =
0.3
DEPTH TO STEEL = 6.5 in
PARAPET -. ZICp =
0.8
CONCRETE WEIGHT - 145 pcf
EFFECTIVE LENGTH =
12
in.
MAX DEFL. RATIO - 150,
COMBINE LL & ST ?
N
y/n
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET ?
Y
y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 11.11 in
% FIXITY @ BASE --->
%
Max. Horiz.Spacing - 18.00 in
(Set to 0% for UBC methods)
--------- LATERAL LOADS ----------
-------- VERTICAL LOADS
-----------
WIND LOAD = 18 psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD - #
.....DEAD LOAD -
987
lbs
..HEIGHT FROM BASE €t
.....LIVE LOAD =
987
lbs
...1:Seismic,2:Wind ? 1 w/s
.....LOAD ECC. =
7.25
in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD =
lbs
PER FOOT WALL HT. - plf
tt LIVE LOAD =
lbs
TO TOP OF LOAD = ft
Note! These Vertical and
Lateral
..HT
...HT TO BOTTOM " " = ft
loads are applied
over the
? 1 w/s
"effective length".
'''1:Seismic,2:Wind
----------------------- CHOICE OF
DESIGN METHOD ----_----------------
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
---> 1-------_-
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2 >
1
«
11 1t #2: Eq. 9-7 w/ deflection
@ Mn --> 3----------
Empirical Method #1: Use Icr and
iterate defl. --> 4
11 " #2: Use Icr and
de€l. @ Mn --> 5
--------- DESIGN SUMMARY -------------------
Seismic -----------
Wind ----
�
Moment Capacity: Mn * Phi
= 88,$55 in-#
83,702
in#
Applied Moments: Mu @ Mid --Height - 61,203 in-#
30,891
in#
Mu @ Top of Wall
= 12,941 in-#
8,064
in#
r
' 'Actual Axial Stress
= 25 psi
25
psi;
Allow. Axial Stress = 0.04 f'c
= 120 psi
120
psi;
Max. As %: 0.6 * RhoBal = 0.012
vs. 0.0026 %
0.0026
%
' Maximum Service Deflection
= 0.216 in
0.131
in
' Height/Service Deflection Ratio
= 1,556
2,556
' Maximum Bar Spacing For Parapet
Mu = 11.11 in
11.11
in
------ FACTORED LOAD ANALYSIS ------
-- Seismic ---
Wind
----
Basis Deflection w/o P-Delta
= 0.87 in
0.16
in
Basic Moment w/o P-Delta
= 57,317 in-#
30,576
in-#
Excess over Cracking Moment
- 16,837 in-#
in-#
Maximum Deflection w/Factored Loads
= 1.50 in
0.16
in
Mu : Maximum Moment @ Convergence
= 61,203 in-#
30,891
in-#
....Governing ACI Equation
. 9-2
9-2
------- SERVICE LOAD ANALYSIS -------
-- Seismic -- ---
Wind
---
Basic Deflection w/o P-Delta
- 0.21 in
0.13
in
Basic Moment w/o P-Delta
- 40,941 in-#
24,663
in-#
Excess over Cracking Moment
= in-#
in--#
HOWARD PARSELL COMPANY T!tle :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET S ape :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868 Number:2837
714-777-3765 MisC
(FAX) 714-777-9083 Dsngr :RH Date:11--Jan-94
____________________________________________________________--- TILT-UP.,CONCRETE WALL PANEL STRIP DESIGN C v
---Maximum- --- _-_--Deflection w/Service Loads in 0.13 in
Maximum Moment @ Convergence -- 41,341 in-# 24,906 in-#
_r+-- LOAD SUMMARY -------------------------------
All factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.41, + 1.4E Eq: 9-3: 0.9D +/- 1.4E
Wall Weight = 108.7 psf W1:Wall Wt * ZICp = 32.6 psf
W2:Parapet Wt* ZICp = 87.0
Vertical Loads:
P-Axial -
987
plf
Pu-Axial
P-Wall =
1,740
Pu-Wall
Total Service -
2,727
plf
Total. Fact.
- ------------------
-_ ANALYSIS
VALUES -------
E :57,000*(f'c".5) =
3.1E+06
psi
S-grass
n : 29,000/Ec =
9.29
Mcr = S * Fr
Fr: 5 * (f'c".5) -
273.9
psi
Rho balanced
Nt / Thk Ratio =
37.3
As(eff) = [ Pu:tot + (As*Fy) ] / Fy
'a' = (As*Fy + Pu) /(.85*f'c*12)
?cy= ?a► / .85
MOMENT OF INERTIA MODIFICATION FACTOR
I -gross
I -cracked
I -effective (ACI)
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 )
8
-Seismic Wind
= 1,382 1,036 plf
= 2,436 1,827 "
= 3,818 2,863 plf
---------------------
- 162.0 in"3
= 44066 in-#
=0.021380
0.264 in"2/ft
= 0.517 in
0.608 in
= 1.00
- 729.0 in"4
85.9 ff
0.9
= 98,727 in-#
--- Wind ---
0.248 in"2
0.486 in
0.571 in
1.00
729.0 in-4
81.6 "
tt
0.9
93,002 in-#
HOWARD PARSELL COMPANY
T'tle :CHANNEL COMMERCIAL
CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
.YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 7'14-777-9083
Dsngr :RH Date:ll-.Ian-94
---------------------------------------------- --------------------------
TILT -UP CONCRETE WALL PANEL STRIP DESIGN
Page 6-S_3
DESCRIPTION->> TYP. PANEL AT MANDOOR SEISMIC LOADING
>> 24" SECTION
------------- WALL DATA -----------
----------- DESIGN DATA
----------
CLEAR WALL HT. = 27.7 ft
f'c : CONCRETE -
3,500
psi
PARAPET HEIGHT = 2.3 ft
Fy : REINF. =
60,000
psi
WALL THICKNESS = 7.5 in
PHT
0.90
REBAR SIZE # 5
SEISMIC ZONE -
4
REBAR SPACING = 6 in
WALL : ZICp -
0.3
DEPTH TO STEEL = 4.68 in
PARAPET : ZICp =
0.8
CONCRETE WEIGHT = 145 pcf
EFFECTIVE LENGTH =
12
in
MAX DEFL. RATIO - 150,
COMBINE LL & ST ?
N
y/n
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET ?
Y
y/n
MIN HORIZ STEEL - 0.0012 %
Max. Vert. Spacing - 18.00 in
% FIXITY @ BASE --->
%
Max. Horiz.Spacing - 18.00 in
(Set to 0% for UBC methods)
--------- LATERAL LOADS ----------
--------- VERTICAL LOADS
-----------
WIND LOAD = psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD = #
.....DEAD LOAD =
987
lbs
...HEIGHT FROM BASE = ft
.....LIVE LOAD =
987
lbs
? 1 w/s
.....LOAD ECG. =
7.25
in
...1:Seismic,2:Wind
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD =
2833
lbs
PER FOOT WALL HT. = 23.3 plf
IT LIVE LOAD =
475
lbs
...HT TO TOP OF LOAD = 28 ft
Note! These Vertical and
Lateral
...HT TO BOTTOM " IT = 7.2 ft
loads are applied
over the
...1:Seismic,2:Wind ? 1 w/s
"effective length".
----------------------- CHOICE OF
DESIGN METHOD ---------------------
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
--> 1---------
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2 >
1
«
" IT #2: Eq. 9-7 w/ deflection
@ Mn --> 3---------
Empirical Method #1: Use Icr and
iterate defl. --] 4
TT It #2: Use Icr and
defl. @ Mn --> 5
----------- DESIGN SUMMARY -------------------
Seismic ---------
Wind ----
Moment Capacity: Mn * Phi
- 162,773 in-# 157,020
in#
Applied Moments: Mu @ Mid -Height
= 104,969 in-#
in#
r Mu @ Top of Wall
= 13,257 in-#
in#
Actual Axial Stress
= 59 psi
59
psi;
Allow. Axial Stress = 0.04 f'c
- 140 psi
140
psi;
Max. As %: 0.6 * RhoBal = 0.014
: vs. 0.0110 %
0.0110
%
Maximum Service Deflection
= 2.137 in
in ;
Height/Service Deflection Ratio
= 156
Maximum Bar Spacing For Parapet
Mu = 18.00 in
18.00
in
----------------------------------------------------------------------'
------ FACTORED LOAD ANALYSIS ------
-- Seismic -- ---
Wind
---
Basic Deflection w/o P-Delta
- 2.66 in
in
Basic Moment w/o P-Delta
- 79,875 in-#
in-#
Excess over Cracking Moment
= 71,691 in-#
in-#
Maximum Deflection w/Factored Loads
= 3.95 in
in
Mu : Maximum Moment @ Convergence
= 104,969 in-#
in-#
....Governing ACI Equation
9-2
9-2
------- SERVICE LOAD ANALYSIS -------
-- Seismic -- ---
Wind
---
Basic Deflection w/o P-Delta
= 0.46 in
in
Basic Moment w/o P-Delta
= 57,054 in-#
in-#
Excess over Cracking Moment
= 33,473 in-#
in-#
HOWARD PARSELL COMPANY T%tle :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET Scope :NEW WAREHOUSE ADDITION
XORBA LINDA, CA 92868 Number:2837
714-777-3765 Misc .
(FAX) 714-777-9083 Dsngr :RH Date:11-Jan-94
---------------------------------------------------- -
TILT-UP,CONCRETE WALL PANEL STRIP DESIGN C f-G(
Maximum Deflection w/Service Loads = 2.14 in in
Maximum Moment @ Convergence - 66,751 in-# in-#
--------------------------- LOAD SUMMARY _--------------------_--_------
A1l factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.4L + 1.4E Eq.' 9-3: 0.9D +/- 1.4E
Wall Weight =
90.6
psf
Wl:Wall Wt *
ZICp =
27.2
psf
W2:Parapet Wt* ZICp =
72.5
Vertical Loads:
Seismic
Wind
P-Axial -
3,820
plf
Pu-Axial
= 5,348
4,011
plf
P-Wall -
1,464
"
Pu-Wall
= 2,049
1,537
"
Total Service -
- 5,284
plf
Total Fact.
= 7,397
5,548
plf
---
_ =-- ANALYSIS
VALUES----�----------__-_
E57,000*(f'c".5) _
3.4E+06
psi
S-gross
=
112.5
in"3
n : 29,000/Ec --
8.60
Mcr = S * Fr
=
33,278
in-#
Fr: 5 * (f'c".5) _
295.8
psi
Rho balanced
=0.024943
Ht / Thk Ratio =
44.3
As(eff) _ [ Pu:tot + (As*Fy) } / Fy
'a' _ (As*Fy + Pu) /(.85*f'c*12)
'c'= 'a' / .85
MOMENT OF INERTIA MODIFICATION FACTOR
I -gross
I -cracked
I -effective (ACI)
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 )
r
- Sens
-
- 0.743 in"2/ft 0.712 in"2
- 1.249 in 1.197 in
= 1.470 in 1.409 in
- 1.00 1.00
- 421.9 in-4 421.9 in"4
= 78.6 76.7 ft
= 0.9 0.9
= 180,858 in-# 174,466 in-#
TILT —UP CONCRETE WALL DE%'VW
Axiol OL =
Axial LL - 475 41
Grp
Design Method- 1998 UBC 2614(iA Wr Iterated De-Floe'tiong Roof OL = 987 6
Roof LL = 987 #
Roof Eoo = 7 in
OL
ro
Thick =7.50 In
Using= 4 5 0L G,W
DZI
F = 600M psi
_4
r
]a
Seismic Zone = 4
saismia Fctotot- -0.396
of
F.F.F. Ulduh = 12 In
ti
ry
40
El
a
z
13
I
TILT -UP CONCRETE WALL D"CN
Axial 'DL = 2M #
Axial LL - 473 #
Design Method' 19E8 UBC 2614(I) w! Iterated Deflections Roof OL = 9R7 8
5
Y
Y
Roof LL = 987 #
Roof Eco = 7 in
a.
W.
w
Thick =7.38 in
n
Using= * S 6.86
w
Fy - 68898 psi
n
n
'*
Seisnto Zone = 4
0
Seismic Factor -mg."'
Q944.
Utdeh = 12 in
C
3
g
U
N
HOWARD PARSELL COMPANY T%tle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET Scope :NEW WAREHOUSE ADDITION
XORBA LINDA, CA 92868 Number:2837
714-777-3765 Misc .
(FAX) 714-777-9083 Dsngr :RH Date:11--Jan-94
-----------------------------------------_--______---__-__---_-_-____----
TILT-UP.CONCRETE WALL.PANEL STRIP DESIGN Page C �-q
------------------------------------------------------------------------
DESCRIPTION >> TYPICAL PANEL AT 20, PURLINS
»
------------ WALL DATA ------------
---------- DESIGN DATA
----------
CLEAR WALL HT. = 28 ft
f'c : CONCRETE =
3,000
psi
PARAPET HEIGHT = 2 ft
Fy : REINF. =
60,000
psi
WALL THICKNESS - 7.5 in
PHr
0.90
REBAR SIZE # 5
SEISMIC ZONE -
4
REBAR SPACING - 6 in
WALL : ZICp =
0.3
DEPTH TO STEEL - 4.68 in
PARAPET : ZICp =
0.8
CONCRETE WEIGHT - 145 pcf
EFFECTIVE LENGTH -
12
in
MAX DEFL. RATIO = 150
'
COMBINE LL & ST ?
N
y/n
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET ?
Y
y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 18.00 in
% FIXITY @ BASE --->
%
Max. Horiz.3pacing = 18.00 in
(Set to 0% for UBC
methods)
--------- LATERAL LOADS -----------
-------- VERTICAL LOADS ----------
WIND LOAD = 18.psf
ROOF/FLOOR.LOADS.:
POINT LATERAL LOAD - #
.....DEAD LOAD =
864
lbs
...HE-IGHT FROM. BASE. r ft
.....LIVE. LOAD =
1152
lbs
...1:Seismic,2:Wind ? 1 w/s
.....LOAD ECC. -
8.75
in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD =
lbs
PER FOOT WALL HT. = plf
" LIVE LOAD -
lbs
...HT TO TOR.OF. LOAD = ft
Notei.These Vertical
and.Lateral
...HT TO BOTTOM " ?I= ft
loads are applied
over the
...1:Seismic,2:Wind. T 1 w/s
"effective length"..
------------------------ CHOICE OF DESIGN
METHOD -----__-____---_____---
1991 UB-C 2614(i.) Exact, Non-lterated
Enter -->. 0
1991 UBC 26.14(i) : Iterated
--> 1
---------
ACI Method #I- Eq. 9-7 and iterate deflections
-->. 2 >
1
«
#2: Eq. 9-7 w/ deflection
@ Mn -->. 3
----------
Empirical. Method #1. Use Icr and iterate
defl. --> 4
" " #2: Use Icr and deft.
@ Mn --> 5
--------- DE -SIGN. SUMMARY .---------------------
Seismic
Wind.
' Moment Capacity: Mn *.Phi
= 146,28.2 in -gyp
143,825
in#,
Applied Moments: Mu @ Mid -Height
= 52,35.9 in-#
31,317
in#
Mu @ Top of Wall
= 13.,020 in-#
8.,48.9
in#',
Actual Axial Stress
= 26 psi
26
psi;
Allow. Axial Stress = 0.04 f'c
= 120 psi
120.psi',
Max. As %: 0.6 * RhoBal = 0.012
: vs. 0.0.110 %
0.0110
%
Maximum.Service Deflection
= 0.616 in
0.230
in ;
Height/Service-Deflection Ratio
= 545
1,458
Maximum Bar. Spacing For Parapet Mu
= 1.8- 00 in
18.00
;
in----------------------------------------------------------------------
f
------ FACTORED LOAD ANALYS.IS-------
-- Seismic --
---- Wind
---
Basic Deflection w/o P-Delta
- 1.35 in
0.28
in
Basic. Moment w/o.P-Delta
= 4&,927 in-#
30,806
in-#
Excess over Cracking Moment
- 21,5.49.in-#
508.
in -It
Maximum Deflection w/F-actored Loads
= 1.55 in.
0.31
in
Mu : Maximum Moment @ Convergence
- 52,359 in-#
31,317
in-#
....Governing ACI Equation 9-2
9-2
------ SERVICE LOAD ANALYSIS. ------
-- Seismic -- -----
Wind
---
Basic Deflection w/o P-Delta
- 0.32 in
0.23
in
Basic Moment w/o P-Delta
= 34,948 in-#
24,882
in-#
Excess over Cracking Moment
= 5,112 in-#
in-#
HOWARD PARSELL COMPANY T�tle :CHANNEL COMMERCIAL CORP.
4854 MAIN STREET Sc6pe :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868 Number:2837
714-777.73765.. _... `
-... _ Misc
(FAX) 714-777-9083 Dsiigr ;RH_-...-_..._..._. _..."._ -_.. Date:11-Jan-94
------------ ---------------------- ---------------------_-----__-____----
TILT-UP CONCRETE WALL PANEL STRIP DESIGN
------------------------------------------------------------------------
Maximum. Deflection w/Service Loads = 0.62 in 0.23 in
Maximum Moment @ Convergence - 35,921 in-# 25,245 in-#
---------------------------- LOAD SUMMARY --------------------------------
All factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.4L + 1.4E Eq: 9-3: 0.91) +/- 1.4E
Wall Weight
= 90.6 psf
W1:Wall Wt *
ZICp -
27.2
psf
W2:Parapet Wt*
ZICp =
72.5
Vertical Loads:
Seismic
Wind
P-Axial
- 864 plf
Pu-Axial
= 1,210
907
plf
P--Wall
- 1,450
Pu-Wall
= 2,030
1,522
rr
Total Service
= 2,314 plf
Total Fact.
= 3,240
2,430
plf
---------------------------
ANALYSIS
VALUES
E :57,000*(fTc".5)
= 3.1.E+06 psi
S-gross
=
112.5
in"3
n : 29,000/Ec
= 9.29
Mcr = S * Fr
=
30,809
in-#
Fr: 5 * (fTc".5)
= 273.9 psi
Rho balanced
=0.021380
Ht / Thk Ratio
- 44.8
-- Seismic
-- ---
Wind
---
As(eff) _ [ Pu:tot
+ (As*Fy) ] / Fy
= 0.674
in"2/ft
0.660
in"2
Tat = (As*Fy + Pu)
/(.85*fTc*12)
- 1.322
in
1.295
in
TcT= Tar / .85
- 1.555
in
1.524
in
MOMENT OF INERTIA MODIFICATION FACTOR
- 1.00
1.00
I -gross
= 421.9
in-4
421.9
in^4
I -cracked
- 76.2
rr
75.3
"
I -effective (ACI)
=
it
rr
Phi Capacity Reduction Factor
= 0.9
0.9
Mn = As (ef f ) * Fy
* ( d - a/2 }
- 162,536
in--#
159,805
in-#
Y
r
HOWARD PARSELL COMPANY
T%tle :CHANNEL COMMERCIAL CORP.
' 4854 MAIN STREET
Scope :NEW WAREHOUSE ADDITION
,YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777.-9083
Dsngr :RH Date:11-Jan--94
-----------------------------------------------------------------------
TILT-UP_CONCRETE WALL PANEL STRIP DESIGN Page
e �b 1
------------------------------------------------------------------------
DESCRIPTION >> PANEL AT 20, WIDE TRUCK DOORS SEISMIC CONDITION
>> B=30"
-------------- WALL DATA -----------
---------- DESIGN DATA
CLEAR WALL HT. = 28 ft
frc : CONCRETE = 4,000
psi
PARAPET HEIGHT - 2 ft
Fy : REINF. = 60,000
psi
WALL THICKNESS = 9 in
PHr 0.90
REBAR SIZE # 5
SEISMIC` "'ZONE -„ _ ' ( 4
REBAR SPACING _ 3.75 in�
WALL : ZICp _ 0.3
DEPTH TO STEEL = 6.18 in
PARAPET : ZICp = 0.8
CONCRETE WEIGHT - 145 pcf
EFFECTIVE LENGTH = 12
in
MAX DEFL. RATIO = 150
COMBINE LL & ST ? N
y/n
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET ? Y
y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 17.22 in
% FIXITY @ BASE --->
%
Max. Horiz.Spacing = 18.00 in
(Set to 0% for UBC methods)
--------- LATERAL LOADS =---------
------ VERTICAL LOADS
WIND LOAD = psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD = #
.....DEAD LOAD = 432
lbs
...HEIGHT FROM BASE = ft
.....LIVE LOAD - 576
lbs
...1:Seismic,2:Wind ? 1 w/s
.....LOAD ECC. - 8
in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD = 8960
lbs
PER FOOT WALL HT. - 135 plf
rr LIVE LOAD = 2304
lbs
...HT TO TOP OF LOAD = 28 ft
Note! These Vertical and Lateral
...HT TO BOTTOM rr " = 14 ft
loads are applied over the
...1:Seismic,2:Wind ? 1 w/s
"effective lengthrr.
CHOICE OF
DESIGN METHOD-------------------------
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
--> 1---------
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2 > 1
<<
rr rr #2: Eq. 9-7 w/ deflection
@ Mn - > 3
Empirical Method #1: Use Icr and iterate
defl. --> 4
rr rr #2: Use Icr and defl.
@ Mn --> 5
-- DESIGN SUMMARY -----------------
r
Seismic --------- Wind ----;
r
Moment Capacity: Mn * Phi
= 355,519 in-# 340,136
in#:
Applied Moments: Mu @ Mid -Height
= 222,335 in-#
in#,
> Mu @ Top of Wall
= 7,762 in-#
in# ;
Actual Axial Stress
= 103 psi 103
psi;
Allow. Axial Stress = 0.04 frc
- 160 psi 160
psi;
Max. As %: 0.6 * RhoBal = 0.017
: vs. 0.0134 % 0.0134
% ;
Maximum Service Deflection
= 2.167 in
in
Height/Service Deflection Ratio
= 155
'
Maximum Bar Spacing For Parapet Mu = 17.22 in 17.22
r
in
- '-----------------------------_---------------------------------------
i-
------- FACTORED LOAD ANALYSIS ------
-- Seismic -- --- Wind
'
-r
----
Basic Deflection w/o P-Delta
= 2.65 in
in
Basic Moment w/o P-Delta
= 177,182 in-#
in-#
Excess over Cracking Moment
= 171,106 in-#
in-#
Maximum Deflection w/Factored Loads = 3.27 in
in
Mu : Maximum Moment @ Convergence
= 222,335 in-#
in-#
....Governing ACI Equation 9-2 9-2
------- SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind ---
Basic Deflection w/o P-Delta - 0.53 in in
Basic Moment w/o P-Delta = 126,559 in-# in-#
Excess over Cracking Moment = 96,620 in-# in-#
HOWARD PARSELL COMPANY Ttle :CHANNEL COMMERCIAL CORP
4854 MAIN STREET Scope :NEW WAREHOUSE ADDITION
YQRB�1 LINDA, CA 92868 Number:2837
714-777-3765 Misc
(FAX) 7"144-777-9083 Dsngr :RH Date:11-Jan-94
---------------------------
-------TILT-UP-CONCRETE WALL PANEL STRIP DESIGN //
---------------------------- __ G b
Maximum Deflection w/Service Loads - 2.17 in &72-,
Maximum Moment @ Convergence = 147,849 in-# in -gyp
--------------------------- LOAD SUMMARY ---------------
All factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.41. + 1.4E Eq: 9-3: 0.9D +/- 1.4E
Wall Weight
= 108.7 psf
Wl:Wall Wt *
ZICp =
32.6
psf
W2:Parapet Wt* ZICp =
87.0
Vertical Loads:
Seismic
Wind
P-Axial
P-Wall
- 9,392 plf
Pu-Axial
=13,149
9,862
plf
= 1,740 it
-11,132
Pu-Wall
= 2,436
1,827
Total Service
--
=plf
Total Fact.
=15,585
-11,689
plf
ANALYSIS
VALUES ---------_
--
E :57,000*(f'c".5)
= 3.6E+06 psi
S-gross
--
____
162.0
___
in"3
n : 29,000/Ec
= 8.04
Mcr = S * Fr
-
51,229
in-#
Fr: 5 * (f'c".5)
_. 316.2 psi
Rho balanced
=0.028506
Ht / Thk Ratio
= 37.3
As(eff) _ [ Pu:tot
+ (As*Fy) ) / Fy
-- Seismic -- -
= 1.252 in"2/ft
- Wind
1.187
-
in"2
'a' _ (As*Fy + Pu)
'c'= 'a' / .85
/(.85*f'c*12)
= 1.841
in
1.745
in
- 2.166
MOMENT OF INERTIA MODIFICATION FACTOR = 1.00
in
2.053
1.00
in
I -gross
I -cracked
= 729.0
in"4
729.0
in"4
(ACI )
= 202.9
-
It
197.2
TVI--effective
Phi Capacity Reduction Factor
- 0.9
0.9
it
Mn = As(eff) * Fy
* ( d - a/2 }
= 395,021
in-#
377,929
in-#
r
r
TILT -UP CONCRETE WALL DEO 4
Axi 1 ll_ = 8960 #
Axial LL 2304 k
Design Metripd= 1989 USC 2614.fi? w! Iterated UeflootionS PM4 DL = 432 9
Roof LL = 576 #
r w Roof Ex = b in
r: ..�
w
R
tl
Y
Y
Thick =9.88 in
Us ins= + 5 Lit 3.75
f o = 38A@ osi
Fy - 6Q999 psi
Seismic Zone = 4
Seignio Footot- -0.396
E.9-0. uldrh = 12 in
66 .3
HOWARD PARSELL COMPANY
'4854
T%tle :CHANNEL COMMERCIAL CORP.
MAIN STREET
YORBA LINDA, CA 92868
Scope :NEW WAREHOUSE
ADDITION
Number:2837
714-777--3765
Misc
(FAX) 714-777-9083
Dsngr :RH
Date:11-,Jan-94
TILT'UP^CONCRETE- WALL
-----------------
6 b I
'PANEL -STRIP 'DESIGN
------Page
r
DESCRIPTION >> PANEL AT 20, WIDE TRUCK DOORS WIND CONDITION
>> B=30"
------------- WALL DATA --------
---------- DESIGN
DATA --------
CLEAR WALL HT. - 28 ft
f'c : CONCRETE
= 4,000 psi
PARAPET HEIGHT - 2 ft
Fy : REINF.
= 60,000 psi
WALL THICKNESS = 9 in
PHI
0.90
REBAR SIZE # 5
SEISMIC ZONE
= 4
REBAR SPACING = 3.75 in
WALL : ZICp
_ 0_3
DEPTH TO STEEL = 6.18 in
PARAPET : ZICp
= 0.8
CONCRETE WEIGHT - 145 pcf
EFFECTIVE LENGTH
= 12 in
MAX DEFL. RATIO = 150
MIN VERT STEEL = 0.0020 %
COMBINE LL & ST
INCLUDE PARAPET
? N y/n
? Y y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing - 17.22 in
% FIXITY @ BASE ---> %
Max. Horiz.Spacing = 18.00 in
(Set to 0% for
UBC methods)
--------- LATERAL LOADS -----------
-------- VERTICAL
LOADS -------- _
WIND LOAD = 18 psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD = #
.....DEAD LOAD
= 432 lbs
...HEIGHT FROM BASE = ft
.....LIVE LOAD
= 576 lbs
••I:Seismic,2:Wind ? 1 w/s
.....LOAD ECC.
= 8 in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD
= 8960 lbs
PER FOOT WALL HT. T 72 plf
tv LIVE LOAD
= 2304 lbs
...HT TO TOP OF LOAD = 28 ft
Noted These Vertical
and Lateral
...HT TO BOTTOM " " = ft
loads are applied
over the
...1:Seismic,2:Wind ? 2 w/s
"effective length".
----------------------- CHOICE OF DESIGN METHOD _
_ _ ___________
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
'1
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2
> <<
" " #2: Eq. 9-7 w/ deflection
@ Mn --> 3
-------~
Empirical Method #1: Use Icr and iterate
deft. --> 4
" #2: Use Icr and deft.
'
@ Mn --> 5
DESIGN SUMMARY
,--_-__-_------------------
- Seismic
Wind ----
Moment Capacity: Mn * Phi
= 355,519 in-#
340,136 in#
Applied Moments: Mu @ Mid -Height
- 60,271 in-#
161,957 in#
Mu @ Top of Wall = 7,762 in-��
4,180 in#
Actual Axial Stress
- 103 psi
103 psi'
Allow. Axial Stress = 0.04 f,c
= 160 psi
160 psi'
Max. As %: 0.6 * RhoBal = 0.017
vs. 0.0134 %
0.0134 % ;
Maximum Service Deflection
= 0.184 in
1.877 in
Height/Service Deflection Ratio
- 1,829
179 '
Maximum Bar Spacing For Parapet Mu = 17.22 in
17.22 in ;
---------------------------------------
------ FACTORED LOAD ANALYSIS --------
__ Seismic __
_
--- Wind ---
Basic Deflection w/o P-Delta
= 0.30 in
2.02 in
Basic Moment w/o P--Delta
- 54,671 in-#
136,485 in-#
Excess over Cracking Moment
= 9,042 in--#
110,728 in-#
Maximum Deflection w/Factored Loads = 0.39 in
2.37 in
Mu : Maximum Moment @ Convergence
- 60,271 in-#
161,957 in-#
....Governing ACI Equation : 9-2
9_2
-- - SERVICE LOAD ANALYSIS -------
-- Seismic --
-- - Wind ---
Basic Deflection w/o P-Delta
= 0.18 in
0.48 in
Basic Moment w/o P--Delta
= 395051 in-#
107,352 in-#
Excess over Cracking Moment
75,300 in-#
HOWARD PARSELL COMPANY T%tle :CHANNEL COMMERCIAL CORP.
'4854 MAIN STREET Scope :NEW WAREHOUSE ADDITION
.YORBA LINDA, CA 92868 Number:2837
714-777-3765 Mist
(FAX) 714 -777-9083 Dsngr :RH Date:11-Jan-94
----------------------------- — -
TILT-UP,CONCRETE WALL PANEL STRIP DESIGN b r
--------------------_--------------------___--------
Maximum Deflection w/Service Loads = 0.18 in 1.88 in
Maximum Moment @ Convergence - 40,932 in-# 126,529 in-#
----------------------- LOAD SUMMARY - - ---------
All factored load analysis is carried out twice foreachACI Equation:
Eq. 9-2: 1.4D + 1.4L + 1.4E Eq; 9-3: 0.91) +/- 1.4E
Wall Weight
- 108.7 psf
Wl:Wall Wt *
ZICp =
32.6
psf
W2:Parapet Wt* ZICp =
87.0
Vertical Loads:
Seismic
Wind
P-Axial
= 9,392 plf
Pu-Axial
=13,149
9,862
plf
P-Wall
= 1,740
Pu-Wall
= 2,436
1,827
Total Service
= 11,132-plf
Total Fact.
=15,585
T
11,689
plf
--
- ANALYSIS
--�-
VALUES ----------_-
-+
E :57,000*(f'c".5)
_3.6E+06 psi
S-grass
=
162 0
_ ___
in"3
n : 29,000/Ec
- 8.04
Mcr = S * Fr
-
51,229
in--#
Fr: 5 * (flc".5)
_. 316.2 psi
Rho balanced
=0.028506
Ht / Thk Ratio
- 37.3
As(eff) _ [ Pu:tot
+ (As*Fy) ] / Fy
-- Seismic
_ 1.252
--
in"2/ft
--- Wind
1.187
-
in"2
'a' = (As*Fy + Pu)
/(.85*flc*12)
= 1.841
in
1.745
in
'c'= 'a' / .85
= 2.166
in
2.053
in
MOMENT OF INERTIA MODIFICATION FACTOR - 1.00
1.00
I -gross
I -cracked
- 729.0
in"4
729.0
in"4
I -effective (ACI)
- 202.9
_
It
197.2
ft
Phi Capacity Reduction Factor
_ 0.9
0.9
Mn = As(eff) * Fy
* ( d - a/2 )
= 395,021
in-#
377,929
in -gyp
N
Y
TILT -UP CONCRETE WALL UE GN
Axi VOL = SSW #
Fbdal L,L - 2384 0
Design Metnoo! 138E USC 2614ci 1 66 It Qr,=d OG-Fleotion5 Roe OL = 432 #
Hoof LL = "M #
Acaf Eca = 8 in
N
m
Thick =9.86 In
_
n
Using= 4 5 La 3.75
®
f c = 38M tasi
Fu 6899@ psi
R
`t
Seiswio Zane = 4
ro
Seisnia Foototr --0.3W
e
�n
944. Uidch = 12 in
C
N
3
U
tt
1>
N
a
J
U
Y
Y
C�b
HOWARD PARSELL COMPANY
4854 MAIN STREET
T.S�tle :CHANNEL COMMERCIAL CORP.
XORBA LINDA, CA 92868
Scope :NEW WAREHOUSE
Number:2837
ADDITION
714-777-3765
Mist
(FAX) 714-777-9083
Dsngr :RH
Date:11-Jan-94
TILT-UP=CONCRETE�WALL
-----------------
64-7
-PANEL -STRIP 'DESIGN
DESCRIPTION >> PANEL AT 14, WIDE TRUCK DOORS SEISMIC
--------Page
CONDITION -
>> B=30"
------------- WALL DATA -----------
- '-- DESIGN
DATA -------
CLEAR WALL HT. = 28 ft
f'c:CONCRETE
3,000 psi
PARAPET HEIGHT = 2 ft
WALL THICKNESS
Fy : REINF.
= 60,000 psi
= 9 in
REBAR SIZE # 5
PHI
SEISMIC ZONE
0.90
_ 4
REBAR SPACING = 4.29 in
WALL : ZICp
_ 0.3
DEPTH TO STEEL - 6.18 in
PARAPET : ZICp
= 0.8
CONCRETE WEIGHT = 145 pcf
EFFECTIVE LENGTH
= 12 in
MAX DEFL. RATIO = 150
MIN VERT STEEL 0.0020 %
CQ'MBINE LL & ST
INCLUDE PARAPET
? N y/n
? Y y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 17.22 in
% FIXITY @ BASE ----> %
Max. Horiz.Spacing = 18.00 in
(Set to 0% for
USG methods)
--------- LATERAL LOADS---------
VERTICAL
LOADS - r
WIND LOAD - psf
ROOF/FLOOR LOADS:
--
POINT LATERAL LOAD = #
.....DEAD LOAD
- 432 lbs
...HEIGHT FROM BASE = ft
.....LIVE LOAD
- 576 lbs
.1:Seismic,2:Wind ? 1 w/s
.....LOAD ECC.
- 8 in
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD
= 6720 lbs
PER FOOT WALL HT. - 101.3 plf
" LIVE LOAD
- 1728 lbs
-and
...HT TO TOP OF LOAD = 28 ft
TO BOTTOM 11 rT -
Note! These Vertical
Lateral
...HT 14 ft
...1:Seismic,2:Wind ? I w/s
loads are applied
"effective
over the
length".
- ------ CHOICE OF DESIGN METHOD ---- ^�-___-----____--
1991 UBC 2614(i) : Exact, Non -Iterated Enter _-> 0
1991 UBC 2614(1) : Iterated
__> 1
r -
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2
1-
>
" #2: Eq. 9-7 w/ deflection @ Mn --> 3
<<
--------^
Empirical Method #1: Use Icr and iterate
defl. --> 4
" #2: Use Icr and defl. @ Mn --> 5
--------- DESIGN SUMMARY -----------------
Seismic
Wind
Moment Capacity: Mn * Phi
_ 297,484 in-#
;
285,933 in#,
Applied Moments: Mu @ Mid -Height
= 179,710 in-#
in#
r Mu @ Top of Wall
= 7,762 in-#
in#
Actual Axial Stress
- 82 psi
82 psi;
Allow. Axial Stress = 0.04 f'c
- 120 psi
120 psi;
Max. As %: 0.6 * RhoBal = 0.012
: vs. 0.0117 %
0.0117 % ;
Maximum Service Deflection
_ 2.044 in
in ,
Height/Service Deflection Ratio
= 164
Maximum Bar Spacing For Parapet Mu = 17.22 in
17.22 in
--------
------- FACTORED LOAD ANALYSIS ------
_ _
-- Seismic --
_
--- Wind '---�
Basic Deflection w/o P-Delta
= 2.56 in
in
Basic Moment w/o P-Delta
- 146,111 in-#
in-#
Excess over Cracking Moment
= 135,345 in-#
in-#
Maximum Deflection w/Factored Loads = 3.09 in
in
Mu : Maximum Moment @ Convergence
= 179,710 in-#
in-#
....Governing ACI Equation 9-2
9-2
------ SERVICE LOAD ANALYSIS ------
-- Seismic --
--- Wind -
Basic Deflection w/o P-Delta
0.51 in
Basic Moment w/o P-Delta
= 104,1365 in-#
in
in -gyp
Excess over Cracking Moment
= 75,798 in-#
in-#
HOWA
ELL
485-4 IN STRE COMPANY T`%tle :CHANNEL COMMERCIAL CORP.
" 485�4 MAIN STREET YORBA LINDA, CA 9286$ Sc pe :NEW WAREHOUSE ADDITION
Numher:2837
714-777-3765 Misc
(FAX) 7'1.44-777-9083 Dsngr :RH Date:1.1-Jan-94
_________________TILT-UP-CONCRETE-WALL-PANELTSTRIP-DESIGN------'--^-- G in
Maximum Deflection w/Service Loads - 2.d4 in - '-----
Maximum Moment @ Convergence - 120,164 in- in
�� in-# -
---------------- LOAD SUMMARY
All factored load analysis is carried out twice for each -ACIrEquation:
Eq. 9-2: 1..4D + 1.41. + 1.4E Eq: 9-3: 4.9D +/- 1.4E
Wall Weight
_ 10$.7
psf
Vertical Loads:
'.
P-Axial -
7,152
plf
P-Wall -
1,740
Total Service =
--8,892-plf
--------------------------- ANALYSIS
E :57,000*(f'c".5) =
3.1E+06
psi
n : 29,000/Ec =
9.29
Fr: 5 * (f'c'.5) -
273.9
psi
Ht / Thk Ratio -
37.3
Wl:Wall Wt * ZICp = 32.6 psf
W2:Parapet Wt* ZICp = 87.0
Seismic Wind
Pu-Axial=14,013 7,510 plf
Pu-Wall = 2,436 1,82-7 It
'
Total Fact.=12,449 9,337 plf
VALUES ------------------------------
S-grass = 162.0 in''3
Mcr = S * Fr = 44,366 in-#
Rho balanced =0.021380
As(eff) = [ Pu:tot + (As*Fy) 1 / Fy
?a' _ (As*Fy + Pu) /(.85*f'c*12)
'c'= 'a' / .85
MOMENT OF INERTIA MODIFICATION FACTOR
I -gross
I -cracked
I -effective (ACI)
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 )
-- Seismic
1.075 in"2/ft
2.147 in
- 2.479 in
1.00
729.0 in"4
197.7 It
//
0.9
330,537 in -gyp
--- Wind
---
1.023
in"2
2.005
in
2.359
in
1.00
729.0
in"4
191.2
It
I1
0.9
317,703
in-#
TILT —UP CONCRETE "aLL IDES �~
Me #
1 Axial LL 1Me 0.
T
Reef l}L = 432 0
2614Ii) wf Iter�d t)a"FloetlonS Roof LL = S76 4
Osci9n MBtTSpd' 1958 UBC
Rcaf EGO = 8 in
a c•
N
Thick =9.06 in
I)sin9= * S B 4.29
f c = 3000 osl
dt
FY = (ew psi
Seismic Zone = 4
$eisnia FaaCar �8.3A6
p
ro
mt EPf. Yidzh = 12 in
M
01
b
e
E
N
..-----i-
r
r
TILT -up
COUCREU
L
i
Axi 1!DL.=,6m' F
Axial 11r 1-r
Design 1'f mt w- .lc LBC 2614t17 ur
Itwowd
O4f16etin
rts
Ra
u, = 0..
Roof E00 in
a
Thick -9.80 in
Using: # 5 @ 4.29
w
{' a = 39A@ on
-
F st - 66999 psi
a
o
o
Seismic Zone = 4
mw 1
m
Srisnio Foot" �0."g
3
o
n
�
C '
G
TILT-tW C;E]N=TE WALL. D>NGFI
Ax: i -10L = 6728 #
Axial LL - Ma #
r
Design I"WMod- 1988 UUC 2614(i) wf ItoraMd DoflocCions Raaf DL = 432 #
Roof LL = 5W it
W Roof Ecc = 8 in
a n. �r
n
a
v
° Thick =9_68 in
J
a Using- # 5 21 4.29
� f C = 9008 RSI
vi
C
04
J �
4 t]
n
� a
Fy = 6989@ psi
Seismic Zone = 4
Seismic Factor =0.3W
mi E4f. Uld'ch = 18 in
46:
M
HOWARD PARSELL COMPANY
T%tle :CHANNEL COMMERCIAL CORP.
- 485% MAIN STREET
Scope :NEW WAREHOUSE ADDITION
YORBA LINDA, CA 92868
Number:2837
714-777-3765
Misc .
(FAX) 714-777-9083
Dsngr :RH Date:11-.fan-94
-------------------------__---_---------------------
TILT-UP,CONCRETE WALL PANEL STRIP DESIGN
Page G C)
DESCRIPTION >> PANEL AT 14' WIDE TRUCK DOORS WIND CONDITION
>> B=30"
------------ WALL DATA -----------
----------- DESIGN DATA ----------
CLEAR WALL HT. - 28 ft
f'c : CONCRETE -
3,000
psi
PARAPET HEIGHT = 2 ft
Fy : REINF. =
60,000
psi
WALL THICKNESS = 9 in
PHT
0.90
REBAR SIZE # 5
SEISMIC ZONE =
4
REBAR SPACING = 4.29 in
WALL : ZICp -
0.3
DEPTH TO STEEL = 6.18 in
PARAPET : ZICp =
0.8
CONCRETE WEIGHT = 145 pcf
EFFECTIVE LENGTH =
12
in
MAX DEFL. RATIO = 150
'
COMBINE LL & ST ?
N
y/n
MIN VERT STEEL = 0.0020 %
INCLUDE PARAPET 7
Y
y/n
MIN HORIZ STEEL = 0.0012 %
Max. Vert. Spacing = 17.22 in
% FIXITY @ BASE --->
%
Max. Horiz.Spacing - 18.00 in
(Set to 0% for UBC
methods)
--------- LATERAL LOADS -----------
-------- VERTICAL LOADS ----------
WIND LOAD = 18 psf
ROOF/FLOOR LOADS:
POINT LATERAL LOAD - #
.....DEAD LOAD -
432
lbs
...HEIGHT FROM BASE - ft
.....LIVE LOAD -
576
lbs
? 1 w/s
.....LOAD ECC. =
8
in
...1:Seismic,2:Wind
UNIFORM LATERAL LOAD
ADDL. DEAD LOAD =
6720
lbs
PER FOOT WALL HT. - 54 plf
tt LIVE LOAD =
1728
lbs
...HT TO TOP OF LOAD = 28 ft
Note! These Vertical
and Lateral
...HT TO BOTTOM " " = ft
loads are applied
over the
...1:Seismic,2:Wind ? 2 w/s
"effective length".
------------------------ CHOICE OF
DESIGN METHOD ----------------------
1991 UBC 2614(i) : Exact, Non -Iterated
Enter --> 0
1991 UBC 2614(i) : Iterated
--> 1
---------
ACI Method #1: Eq. 9-7 and iterate
deflections --> 2 >
1
4<
1t it #2: Eq. 9-7 w/ deflection
@ Mn --> 3
---------
Empirical Method #1: Use Icr and
iterate defl. --> 4
" " #2: Use Icr and
defl. @ Mn --> 5
--------- DESIGN SUMMARY -----------------
Seismic ---------
Wind ----;
Moment Capacity: Mn * Phi
= 297,484 in -gyp
285,933
in#
Applied Moments: Mu @ Mid -Height
= 61,266 in-#
127,439
in#
r Mu @ Top of Wall
= 7,762 in-#
4,180
in#:
YActual Axial Stress
= 82 psi
82
psi;
Allow. Axial Stress = 0.04 f'c
- 120 psi
120
psi;
Max. As %: 0.6 * RhoBal = 0.012
vs. 0.0117 %
0.0117
% ;
' Maximum Service Deflection
= 0.211: in
1.671
in ;
Height/Service Deflection Ratio
= 1,592
201
' Maximum Bar Spacing For Parapet
Mu = 17.22 in
17.22
in ;
'
__
----------- ----------------------------------------------
FACTORED LOAD ANALYSIS
-- Seismic --
--- Windr---�
Basic Deflection w/o P-Delta
- 0.48 in
1.85
in
Basic Moment w/o P-Delta
- 54,6.71 in-#
109,496
in-#
Excess over Cracking Moment
- 16,901 in-#
83,073
in-#
Maximum Deflection w/Factored Loads
- 0.59 in
2.14
in
Mu : Maximum Moment @ Convergence
= 61,266 in-#
127,439
in-#
....Governing ACI Equation
: 9-2
9-2
------ SERVICE LOAD ANALYSIS ------
-- Seismic ---
--- Wind
---
Basic Deflection w/o P-Delta
= 0.20 in
0.45
in
Basic Moment w/o P-Delta
= 39,051 in-#
86,184
in-#
Excess over Cracking Moment
= in-#
55,177
in-#
HOWARD PARSELL COMPANY Atle :CHANNEL COMMERCIAL CORP.
-48�� MAIN STREET Sc pe :NEW WAREHOUSE ADDITION
YORSA LINDA, CA 92868 Number.:2837
714-777-3765 Misc .
(FAX) 714-777-9083 Asngr :RH Date:ll-Jan-94
--------__
TILT-UP,CONCRETE WALL PANEL STRIP DESIGN------------------------------------------------------------------------
C
Maximum Deflection w/Service Loads - 0.21 in 1.67 in
Maximum Moment @ Convergence = 40,742 in-# 99,542 in-#
--------------------------- LOAD SUMMARY ----------------__----_---__-_-
All factored load analysis is carried out twice for each ACI Equation:
Eq. 9-2: 1.4D + 1.41, + 1.4E Eq.' 9-3: 0.9D +/- 1.4E
Wall Weight - 108.7 psf
Vertical Loads:
W1:Wall Wt * ZICp = 32.6 psf
W2:Parapet Wt* ZICp = 87.0
Seismic Wind
P-Axial -
7,152
plf
Pu-Axial
=10,013 7,510
plf
P-Wall =
1,740
Pu-Wall
= 2,436 1,827
Total Service -
8,892
plf
Total Fact.
=12,449 9,337
plf
--------------------------=--
ANALYSIS
VALUES ------------------------------
E :57,000*(f1c".5) =
3.1E+06
psi
S-gross
= 162.0
in"3
n : 29,000/Ec -
9.29
Mcr = S * Fr
- 44,366
in -gyp
Fr- C. * (f'c" 5} -
273.9
psi
Rho balanced
=0.021380
Htr/ Thk Ratio - 37.3
As(eff) = [ Pu:tot + (As*Fy) ] / Fy
'a' = (As*Fy + Pu) /(.85*€'c*12)
'c'= 'a' / .85
MOMENT OF INERTIA MODIFICATION FACTOR
I -gross
I -cracked
I --effective (ACI )
Phi Capacity Reduction Factor
Mn = As(eff) * Fy * ( d - a/2 )
-- Seismic
--
= 1.075
in"2/ft
- 2.107
in
- 2.479
in
- 1.00
- 729.0
in"4
- 197.7
"
= 0.9
= 330,537
in-#
--- Wind ---
1.023 in"2
2.005 in
2.359 in
1.00
729.0 in"4
191.2 tt
rt
0.9
317,703 in-#