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HomeMy WebLinkAbout1 LEGOLAND DR; ; PREV2017-0178; Permitrc ity of
Carlsbad
Print Date: 11/29/2018 Permit No: PREV2017-0178
1 Legoland Dr
BLDG-Permit Revision
2111000900
$ 0.00
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
Project Title
Description:
Work Class: Residential Permit Revisi Status: Closed - Finaled
Lot #: Applied: 08/18/2017
Reference U: DEV2016-0029 Issued: 10/02/2017
Construction Type Permit 11/29/2018 Finaled:
Bathrooms: Inspector:
Orig. Plan Check U: CBC2017-0076 Final
Plan Check U: Inspection:
LEGOLAND JD18 DARK RIDE
JD 18 RIDE: VALUE ENGINEERING REVISIONS
Applicant: Owner: Contractor:
ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC
SCOTT HOLCOMB ACQUISITION CO INC
24542 Creekview Dr 9275 Sky Park Ct
Laguna Hills, CA 92653-4209 Po Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303
949-607-8001 DALLAS, TX 75354 949-851-8383
FEE AMOUNT
MANUAL BUILDING PLAN CHECK FEE $1,050.00
Total Fees: $ 1,050.00 Total Payments To Date : $ 1,050.00 Balance Due: $0.00
Building Division
1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov
Cr/r#City of PLAN CHECK REVISION Building Division
Development Services
Grsbad1
APPLICATION '
i B-15
7606022719
- www.carlsbadca.gov
Plan Check Revision No. RE-120 lDflpriginal Plan Check No. C4X 2-0)-7 - 007(
ProjectAddress t LOLA,-1' -/ Date' cYbJ L56/2cY]
Contact bA1L Jk- Ph+1 Qcfl 01(p Fax
Email kfl \ dç Q eocxx- ch, C-brc\
Contact Address 2—A42- C Vt\&) b12t.4 City (,kuPA Lc Zip
General Scope of Work- 7-'T7 woe---
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1. Elements revised:
Plans Calculations Soils liii Energy Other
2.
Describe revisions in detail
3.
List page(s) where
each revision is
shown
4.
List revised sheets
that replace
existing sheets
krA
Does this revision, in any way, alter the exterior of the project?
Does this revision add ANY new floor area(s)? Yes
Doesthis revision affect any fire related issues? LI Yes
Is this a corpIete s? 15q Yes LI No
eSignatu
Yes fl No
[I
F-1 No
1635 Faradayue, Carlsbad, CA 92008 Ph: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.gov
I
a
RIGHT
en g i nee is
Date: August 18, 2017
Project: Legoland - JDI8
Delta No: 1
General: VE Building Submittal I
:..
AUG 1 8 2017
.-,. -.. -.
Las Vegas
Irvine
Phoenix
Salt Lake
Tucson
SHEET DESCRIPTION OFREVlSlONS" -
Rooftop unit schedule revised
MO.2 RTU-2 reduced to 7.5 tons
RTU-5 reduced to 4 tons
FC-2 removed
RTU-7 location shifted
M1.1 Retail ducting layout revised
Model Control and Queue Cave ducting layout revised
Thermostats relocated
M1.2 CU-2 removed
________ RTU-5 and -6 renumbered
Queue drinking fountain relocated
Condensate drain locations revised to match mechanical layout
P1.1 Plant room floor sinks relocated
6 trench drains removed
LSS piping to ride tank revised
Sewer re-routed for point of connection
Queue drinking fountain relocated
P1.2 Plant room water heater relocated
Trap primers removed for removed trench drains
P1.3 Gas piping and condensate drain locations revised to match mechanical layout
2 Venture
Suite 200
Irvine, CA 92618
949.477.400
wrighte.con,
Legoland JD18 Architectural Summary of Changes
-
Reducing the building width my moving gridline 1 to the right (northeast) about eight feet, which resulted in minor changes to the covered queue area (inch
a new ramp), and the movement of the photo area. We also reduced the size of the retail space and angled the corner in order to avoid any interaction wit
existing pump vault. This also resulted in a small change to the layout of the Photo-Pick up, Retail Storage Model Control, and Ops room layouts. The projec
Reduce building size data and exiting plans on sheets G-S and G-6 have been updated to show these changes.
There was a newly discovered existing underground vault at gridline 1A. The took a notch out of the building and lowered our footings to avoid imposing a
Existing electrical vault structural load onto that existing vault.
We are no longer proposing to move the existing 12Kv line around our building. In order to accomplish this, we needed to raise the floor in the back of hou.
Sea Life areas (rooms 14, 15, 17, 19, and 36) by 18. This means adding a short stairway in the diver changing area, and regrading the exterior walkway to
12Kv line accommodate the exterior doors. We also rearranged the layout of the underground LSS tanks under the plant room (shown on sheet A-2.0)
We significantly reduce the size and complexity of the exterior queue line. It now no longer includes any shade structures separated from the building, and
Exterior queue also removed the structure over the stroller parking.
Millwork Added millwork details
Removed reference to tensile fabric shade structures which were removed from the project. Added thematic rockwork foundations (#8), Handrails / Guard
Deferred submittals (#11), and ride entry portal (#12)
Site plan Modified the outer walkway to the southwest and removed the vehicular gate.
We removed the 2 new bridges from the project. We are still re-theming the existing bridge near the front of the building just like before, and we are now
Site bridges keeping the existing zig-zag bridge.
Ride entry portal The ride entry portal is no longer part of this set, and is now a deferred approval item.
Track dimension plan Added sheet A-3.6 for clarity in dimensioning the ride track and perimeter walkway. -
Added details for stucco control joints, pilaster design, a ride maintenance access basket (accessed via a platform on the ride itself) and the ride perimeter
Architectural details, walkway edge
m
G)
N.)
RIGHT
engineers
August 18th 2017
Legoland JD-18
Structural Narrative for VE Revision:
scructural
The revisions/changes on VE are the following
mechanical
On sheet SO.3
electrical a. Foundation Schedule updated.
b Concrete *beam schedule, updated.
plumbing On sheet S0.5 '
a. Detail 21 added. ..
LEED services 3. On sheet S1.1
a. Tanks moved per archI.
4. On sheet Sl.2.
Tanks moved per arch'l .
Foundation updated on Grid -l'tb 1.5 and B to B.3
Foundation updated along Grid F to H between 3.3 and 4.
5. On sheet S2.I.
Framing updated on Grid 1 to 1.5 and B to B.3
Framing updated along Grid F to H between 3.3 and 4
6. On sheet S4.1 details 107 and 108 changed.
7. On sheet S5.3 details 241 and 242 added.
Best regards,
WRIGHT ENGINEERS ,
Dan Aquino
Las Vegas
Irvine S.
Phoenix
•
Salt Lake
Tucson . •
2 Venture, Suite 200 . •
Iryine, CA 92618 .
9494774001 '
800.933.761.1 . .
wrihcengineers.com - .
EsGil Corporation
In PartnersIiip with government for Building Safety
DATE: August 29, 2017 D APPLICANT
,f JURIS.
JURISDICTION: Carlsbad (U PLAN REVIEWER
U FILE
PLAN CHECK NO.: CBC2017-0076 REV SET:I
PROJECT ADDRESS: 1 Legoland Dr.
PROJECT NAME: Legoland JD18 Amusement Ride PREV2017-0178
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's '- codes.
The plans ransniitt'ed herewith will substantially comply with the jurisdiction's building codes
when minodefièiencies identified below are resolved and checked by building department staff.
The plans transmittd herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
LI The check list transmitted herewith is for your information. The plans are being held at EsGil
Corporatioriuntil correted plans are submitted for recheck.
FOR The applicant's copy of thc
contact person. ".
101 The applicant's copy of the c
12 EsGil Corpo
heck list is enclosed for the jurisdiction to forward to the applicant
list has been sent to:
did not advise the applicant that the plan check has been completed.
EsGil Corporation advise the applicant that the plan check has been completed.
Person contacted:
Date contacted
Telephone #:
) (by:_? Email:
Mail Telephone Fax In Person
REMARKS:—Each- sheet-of the plans (and the cover sbta!laal lations) must be signed
thehcensed design ppr
By: Kurt Culver Enclosures: Previously-approved plans
EsGil Corporation
LIGA E]EJ LIMB F1 PC 8/22/17
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Jurisdiction Code ICb IBY Ordinance
Bldg Permit Fee by Ordinance V
1. Plan Check Fee by Ordinance
Type of Review: LI Complete Review
Repetitive Fee LI Other
Repeats . Hourly
EsGil Fee
* Based on hourly rate -
I I
I $1,050.00I
Structural Only
7 Hrs.c
$120.00 I $840.00I
I
Carlsbad CB C2017-0076 REV
Apgust 29; 2017
[DO NOT PAY— THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 REV
PREPARED BY: Kurt Culver DATE: August 29, 2017
BUILDING ADDRESS: 1 Legoland Dr.
BUILDING OCCUPANCY:
BUILDING
PORTION
AREA
(Sq. Ft.)
F Valuation
Multiplier
Reg.
Mod.
VALUE ($)
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Comments:
Sheet 1 of 1
macvalue.doc +
PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division
CPTV QF APPROVAL 1635 Faraday Avenue
CARLSBAD 29 (760)602-4610
www.carlsbadca.20v
DATE: 8/24/17 PROJECT NAME: LEGOLAND JD18 PROJECT ID: SDP 16-24/CDP 16-47
PLAN CHECK NO: PREV20I7-0178 SEI#: I ADDRESS: I Legoland Dr APN: 211-100-09-00
This plan check review is complete and has been APPROVED by. the Planning
Division.
By: Teri Delcamp
A Final Inspection by the Planning Division is required fl Yes No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
. This plan, check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to:
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING . ENGINEERING FIRE PREVENTION
760-6024610 760-602-2750 760-602-4665
LII Chris Sexton [] Chris Glassen Cindy Wong
760-602-4624
Chris.Sexton@carlsbadca.gov
760-602-2784
ChristoDher.GIassen@carIsbadca.gov
760-602-4662
Cynthia.Wone@carlsbadca.gov
Gina Ruiz VaiRay Marshall Dominic Fieri
760.602-4675 760-602-2741 . 760-602-4664
Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carIsbadca.gov
V\j Ten Delcamp Linda Ontiveros
760-602-4611 760-602-2773
teri.delcamp@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov
Remarks:
MRIGH-1 -
e n gin ee.r S
Irvin,
2 Venture, Suite 200
Irvine, CA 92618
(p) 949.477.4001
(I) 949.477.4009
wrlghtengincerscom
SIR UCTU RAL
CALCU LAT IONS
PRoJECT: LEGOLAND JD 18
1YLEGOLA.ND.DR. -
CARLSBAO,CA 92008
PROJECT No:SC16 1415
- CUENT: ETHOS ARCHITECTURE
DATE: February 13, 201 7
SHEET INDEX
BASIS FOR DESIGN
DESIGN LOADS 2 FRAMING KEYILAN Ki GRAVITY•ANALYSiS Cl ,RAM ANALYSIS Ri LATERAL ANALYSIS Li SITE DESIGN Si FOUNDATION DESIGN. .. Fl
MISCELLANEOUS. Ml
i-as Vega!
1635 Village Center or.
Suke 200
(p) 702.933.7000
(I) 702.933.7001
Pliclenix
7400W. Detroit St.
Suite 170
Chandler, AZ 85226
(p) 480.483.6111
(0480.483.6112
Salt Lake
91605.300W.
Suite 2
Sandy, UT 84070
(p) 801.352.2001
(Q 801.3512006
Tucson
2200 East River Road
Suite 104
Tucson, AZ 85718
(p) 520.468.7400
These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced
In whole or part without written permission Calculations are valid only for the above named
Project-and Iocatldñandarenot valid unless englneers original wet signed seal Is affixed.
BASIS FOR DESIGN
S . 1.1 BUJLDINGCODE: CALIFORNIA BUILDING CODE2OI6
1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) . 1.3 WIND LOAD: REFER TO DESIGN WIND LOADS" SHEET
1.4 SEISMIC LOAD: REFER TO DESIGN SEISMIC LOADS' SHEET . 1.5 SNOW LOAD: NONE
2.1 FOUNDATION: DESIGNED PER RECOMMENDATIONS BY LEIGHTON and ASSOCIATES, Inc.; REPORT NO. 10075.017;
DATED AUGUST 31,2016. ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD
GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2000 PSF.
3.1 CONCRETE: ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES.
MINIMUM 28-DAY COMPRESSIVE STRENGTH, f'c, USED FOR DESIGN = 2500 PSI,
4.1 REINFORCING STEEL: REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE
WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS
ON GRADE MAY BE GRADE 40 (fy =40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O.
ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PRESTRESSING
STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN-WIRE LOW RELAXATION STRAND WITH
A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2
INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES.
5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.:
SHAPE: STANDARD: Fy: BARS AND PLATES ASTM A36 36 KSI BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436 ANCHOR RODS ASTM F1554, GRADE 36 36 KSI
OR GRADE 55 WHERE NOTED 55 KSI (GRADE 55 RODS SHALL COMPLY WITH
- WELDABILITY SUPPLEMENT Si) WELDS E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS
AND BOLTS IN WOOD CONNECTIONS ASTM A307
6.1 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.:
USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD
2X4 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD
2X4 STUDS (OVER 10-0") DOUGLAS FIR No.2 2X6 TOP PLATES DOUGLAS FIR No. 2 2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2
6.2 GLB: GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O.
6.3 LSL: LAMINATED STRAND LUMBER (LSL) SHALL BE TRUS JOIST TIMBERSTRAND LSL, (ICC ESR-1 387)
GRADE 1.7E OR HIGHER (EXCEPTION: GRADE 1.3E OR HIGHER MAY BE USED FOR BEAMS OR
HEADERS WITH DEPTHS LESS THAN OR EQUAL TO 85/8").
6.4 LVL: LAMINATED VENEER LUMBER (LVL) SHALL BE TRUS JOIST MICROLLAM LVL (ICC ESR-1 387) GRADE
1.9E OR HIGHER, LOUISIANA PACIFIC GANG-LAM W (ICC ESR-1 254) GRADE 1.9E OR HIGHER, OR
BOISE CASCADE VERSA-LAM (ICC ESR-1040) GRADE 2800 OF OR HIGHER. CONNECTION OF
MULTIPLE PLY BEAMS SHALL BE PER MANUFACTURER'S SPECIFICATIONS.
6.5 PSL: PARALLEL STRAND LUMBER (PSL) SHALL BE TRUS JOIST PARALLAM PSL (ICC ESR-1387) GRADE OF
2.OE OR HIGHER.
6.6 PLYWOOD: C-C OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING
AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING:
THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 Sd AT 6" 8d AT 12" 3/4" 48/24 1 O AT 6" lOd AT 12" 7/16" 24/16 8dAT6" 8dAT12" 1" 60/48 10dAT6" 10dAT12" 15/32" 32/16 8d AT 6 Sd AT 12" 11/8" 60/48 1 Od AT 6" lOd AT 12" 6.7 NAILS: ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d
BOX OR 12d COMMON U.N.O.
BASIS IBC v20071 112.doc Copyright WRIGHT ENGINEERS v20071112
MRIGHT
engIn
DESIGN DEAD LOADS
FLAT ROOF WITH WOOD TRUSS AT 32 O.C.:
5 PLY ROOF ING 4.2
117,PLYWO 1.7
Steel Beams 4.0
R-19 INSULATION 1.5
SPRINKLERS 2.0
SUSPENDED CEILING 2.8
MECH & MISC 3.8
OL(PSF): 20.0
EXTERIOR WOOD WALLS:
Mll STUCCO 10.0
WALl. SHEATHING 1.0
2x5 STUDS AT 19'0.C. 1.7
112 GYPED 2.2
INSULATION 0.8
MISC. . 1.0
DL(PSF): 17
No SH(T,
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SPEC Location: Leand Retail
1WRIPr9ject: Project T Folder! Folder
Date: 3/20/17 10:28 AM
RedSpecTM byRedBüiltTM Designer: DA.
---Coiiment:-- ----- - ----
.j!' Red-I9OTM @ 32" o.c. 'Ux
This product meets or exceeds the set design controls for the application a oads Is ed
DESIGN CONTROLS % Design Allow. DOL Combination Pattern pass/Fail
Shear (lb) 46%
.935
1620. 3512 RO6f(125%) I.OD+1.0Lr All Spans PASS
Positive Moment (ft-lb) 67% 10 16394 ROOf(125%) 1.0O+1.0Lr All Spans PASS
DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail
Span Live 63% 0.568 0.900 LI 571 L./ 360 1.OD+1.0Lr All Spans PASS
SpaATotal 95%: 1.277 1.350 L/ 254 LI 240 1.OD+1.0Lr All Spans PASS
SUPPORTS . . Support 1 SuppOrt 2
Live Reaction, Critical (Ib) (DOL%). 720 (125) 720 (125)
Dead Reactio,I(lb) 900 900
Total Reaction (lb) (DOL%) 1620 (125) 1620 (125)
Bearing Flush Flush
Support Wall Wall
Req'd Bearing, NoStlffeners (In) 1.75 1.75
Req'd Bearing, Stiffeners (in) -
HANGERS Model . Top Face Member Header Size
Left None. Selected
Right None Selected
SPANS AND LOADS
'blmenlonsrepreset horizontal design spans. Member Slope: 0/12
27- 0.0'
APPLICATION LOADS
Type Units DOL Live Dead. Partition Tributary Member Type
Uniform psi Roof(125%) 20 25 0 32' Roof Joist
ADDITIONAL LOADS
Type Units DOL Live. Dead Location from left Application Comment
.Uniform psf Rbof(125%) 20 25 0-00 to 2740 Replaces
NOTES
Building code anddeslgn methodology:. 2012 IBCASD (US).
Continuous lateralsuppOrt required at top edge. Lateral suppoit at bottom edge shall be per RedBullt recommendations.
C:\Users\dan\Oocuments\RedSpec\Projectl.red
3/20/201710:28:46 AM Project: Folder : Type Page 1 of 1
The products noted are Intended for Interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed
In accordance wIth local building code requirements and RedBullt"4 recommendations. The loads, spans, and spacing have been provided by others and must
be apprevee_far_the_ecifIc.appflrIInnhy_the_delan_professionalfor_theproject. Unless otherwise noted, this output has not been reviewed by a RedBuiit"
asso}1ate. PRODUCT SUBSTITUTION VOIDS.THISANALYSIS.
. ___) 1
Re4PRO1gtedSpec"', REdi", Red-I45", Red-I45L", Réd-158", Red-I65"', Red-I65T", Red-I90'4IRed-I90H", Red-I9OHS"I led-L', Red-LI" Red- G2 W'", Keu-,_cd-i.i,_fteJ-ll,_RedLam",Fleerchalcp"_ar _trarImrkc_nf_RedRulltLLC._Bpis _tDJ$_.Copyright2010-2l ifcuIltLLC. Al rights
reserved.
IURIGHT
engin 5
Page ion
Date: 0113012017
Simpson Strong-Tie® US DesignerlM 1.4.2.0
Reactions and Connections
Number of Connectors Required at each Reaction: 1
No. of No. of
Simpson Req'd . Reqd #
Strong-Tie screws to 12-14 Support Reaction (ib) Connector stud Anchors
RI 450:00 No Solutions -
R2 450.00 SCB45.5 2 2
Total Vertical Shear Carried by Connectors (Ib): 0
Bridging Connectors
Design Method = AISI SIQO
Simpson Strong-Tie
Span/Cantilever Bridging Connector Stress Ratio
Span SUBH3.25 (Max) 0.89
Bending and Shear (Unstitfened): 15.9% Stressed @RI
Bending and Shear (Stiffened); N/A
Web Stiffeners Required?: No
S
S
Project Name: Low Roof Wall
• Model: Low Roof Wall
• Code: 2007 NASPEC [AISI SI00-2007]
•
NJ
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15.00 60.00
S
S
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Section: 600S200-54 Single C Stud
Maxo = 2532.9 Ft-Lb Moment of Intertia, I = 3.32 inA4
Loads have not been modified for strength checks
.. Loads have been multiplied by 0.70 for deflection calculations
Reactions have been multiplied by .1.0 for opposite load direction for connection design
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) W Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb
Span 1687,5 0.666 . 1687.5 60.0 2332.8
Distortional Buckling Check
Span K-phI Lm Brac Ma-d Mmax/
S lb-in/in in Ft-Lb Ma-d
Span 0.00 180.0 2281.9 0.740
Combined Bending and Axial Load Details
Fy = 50.0 ksl
Va = 2822.9 lb
Mpos/ Deflection
Ma(Brc) (In) Ratio
0.723 0.489 L/368
Axial Ld .
Bracing(In) Max K-phi Lm Bracing Allow Intr.
Span (Ib) KyLy KtLt KL1r (lb-inlin) (in) load(lb) PlPa Value
Span 800.0(c) 60.0 60.0 82 0.0 180.0 5672.2(c) 0.14 0.88
S •
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SIMPSON STRONG-TIE COMPANY
PROJECT:
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Y' Folder: Folder 0 Date: 3/9/17 8:53 AM
edSpecTMby RedBuiltTM Designer: DA
0.1.4 Comment: - ..
16" Red- I9OTM @32" o c
This product meets or exceeds the set, design controls for the applica ion an loads liste
S oEs'GN.CONTROLs % Design Allow. OOt. Combination Pattern Pass/Fall Shear (lb) 44% .. 1560 3512 l5oni(1250/6) 1.013+L.0Lr All Spans PASS f'usitive Moment (ft-lb) 62% IQIlO .16394 RpoI(125%) 1.00i 1.01-r All Spans PASS
DEFLECTIONS (in) % Design Allow. Design Allow, Combination Pattern Pass/Fail- Span Live 57% .0.492, 0.867 LI 634 L/ 360 1.013+ 1.01-r All Spans PASS
Span Tàtal 85% 1.106 1,300 L/21f' L/ 240 I.OD+1.OLr All Spans PASS
SUPPORTS Support I Sup;iit 2 . Liv Reaction, Critical (lb) (00L%) 693 (125) 693 (t 25)
Dead Reaction(Ib) 867 867
Total Reaction.(lb) (DOL%,) 1.560 (125) 15 60 (25)
Bearing Fl6sh Flush
Support Wall Wall
lrq'd Bearing, No.Stirfeners (In) 1:75 1.75
Req'd Bearing, Stiffeners (In) . -
SHANGERS Model Top Face Member Header Size Left Moe Seliwtèd
Right None l&ied
SPANS AND LOADS
1. inensions represent horizontal design spans Member Slope: 0/12
S.................. ...... ..... ... -............
O
.. 1
. -- --
.....
..--.
... ......
-
26'- 0.0' •
. Af'I'l I CATION LOADS
ipe Units, DOL Live Dead Partition Tributary Member Type . h' ifform psf Roof(125%) 20 25 0 32" Roof Joist
ADU!TIONAL LOADS
1 ;pe Units DOL - Live Dead Location from left Application Comment
ft4orm psf RoOf(125%) 20 25 0-0.0 to 26-0.0" Replaces
NO.T1S
- unilding code and tleslgn.mcthociolncjy:2012 IBC ASO(US).
..ontinuous lateral support required at top edge. Lateral sinufloit at. bottom edge shall be per RcdBullt recommendations.
S
S
S
S
O
O C:\U -:\dan\Docume,1fs\Red15pcc\Projcc1 I red
5
3/5/; 7 8:53:00 AM l'rojcct:rrikicr Type. . Page 1 of 1
.. Tine 1 t"lUcts noted are intended for Interior, untreated, nod-orrnsiucr applications with normal temperatures and dry conditions or use, and must be Installed
in ac. -dance with local building code requirements nd Redl3ullt" ncoinrncndatlons. The loads, spans, and spacing have been provided by others and must . be uptUrn,- the pn nifir .pnIiratlpn by the desIgn prolessionl 'e Inc inronect Unless otherwise nQted this outgut has not been reviewed by a RedBuult " asscnO. PRODUCT S(JIISTITUTION. VOIDS TIllS ANALYSISi
Red-I"", Red-145'', Red-M.5L"", Red-158"', W,(1-165'", Red-165T", Red-I90'"', He-i90H", Red-I9OHS"", - " Red-LT', ed- w hr Ie II hheLan-44eerGheiee" are 1' inlr iris of RedlInilt LLG lloj&e lD,-IJ s9yrlght ©.3Q.to-1 Ights 5 rec"
S
ORIGHT
e ngineers
Project Name: New WorkSpace Page 1 of 1
Model: Queue control tower wall Date: 01/10/2017
Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS DesignerTh 1,4.2.0
Reactions and Connections
Number of Connectors Required at each Reaction: 1
No. of No. of
NJ Simpson Req'd Req'd #
Strong-Tie screws to 12-14
Support Reaction (lb) Connector stud Anchors
Ri 690.00 No Solutions -
R2 690.00 SC847.5 2 2
Total Vertical Shear Carried by Connectors (lb): 0
Bridging Connectors
23.00 60.00 Design Method = AiSl SIOO
Simpson Strong-Tie
SpanlCantiLever Bridging Connector Stress Ratio
Span MSUBH3.25 (Mm) 0.73
Bending and Shear (Unstiffened): 16.3% Stressed @R1
Bending and Shear (Stiffened): N/A
Web Stiffeners Required?: No
Section: 800S250-68 Single C Stud
Maxo = 5137.5 Ft-Lb Moment of Intertia, I = 9.24 inA4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Reactions have been multiplied by 1.0 for opposite load direction for connection design
Flexural and Deflection' Check
Mmax Mmaxl Mpos Bracing Ma(Brc)
Span Ft-Lb Maxo ' Ft-Lb (in) Ft-Lb
Span 3967.5 0.772 3967.5 60.0 4940.4
Distortional Buckling Check-
Span K-phi Lm Brac Ma-d Mmax/
lb-in/In in Ft-Lb Ma-d
Span 0.00 276.0 4479.5 0.886
Fy = 50.0 ksi
Va = 4220.7 lb
Mposl Deflection
Ma(Brc) (in) Ratio
0.803 0.970 L/284
GItE COMPANY INC. www.strongtle.com
iNO: =SHEET- G6
L!A!IRIGHT
engineers
PROJECT LoAt - JDt [No LEET:
G7]
Project:
Location: ML81
Multi-Loaded Multi-Span Beam
12015 International Building Code(2012 NDS))
3.5 IN x11.5 IN x 24.0 FT
#2 - Douglas-Fir-Larch - Dry Use
Section Adequate By: 24.5%
Controlling Factor: Moment
9TZ
7425 Peak Dr of
Las Vegas, NV89128-9011
StruCalc Version 9.0.2.5 2/9/2017 9:17:31 AM
DEFLECTIONS Q.n1i LOADING DIAGRAM
Live Load 0.42 IN L/685
Dead Load 0.51 In
Total Load 0.93 IN L/309
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1)240
REACTIONS
Live Load 480 lb 480 lb
Dead Load 585 lb 585 lb
Total Load 1065 lb 1065 lb
Bearing Length 0.49 in 0.49 in
BEAM Q Cente
Span Length 24 It ._____________
Unbraced Length-Top 0 ft -- ....................- ......241t ..........................-.
Unbraced Length-Bottom 24 ft
Live Load Duration Factor 1.25
Notch Depth 0.00
UNIFORM LOADS MATERIAL PROPERTIES CenteI
Uniform Live Load 40 pIt #2 - Douglas-Fir-Larch
V Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 9 pIt Bonding Stress: Fb = 900 psi Fb 1238 psi
(',11 IA Total Uniform Load 89 pIt
Shear Stress: Fv= 180 psi Fv'= 225 psi
Cd1.25
Modulus of Elasticity: E = 1600 ksi E'= 1600 ksl
Comp. I to Grain: Fe - = 625 psi Fc - -. = 625 psi
Controlling Moment: 6388 ft-lb
12.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -1065 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Recrd Provided
Section Modulus: 61.95 in3 77.15 in3
Area (Shear): 7.1 1n2 40.25 in2
Moment of Inertia (deflection): 344.91 in4 443.59 in4
Moment: 6388 ft-lb 7956 ft-lb
Shear: -1065 lb 6038 lb
[NO: 1 =SHIET-G8
S .
1..._.
T
6.00
Project Name High Roof Parapet
Model: Beam/Stud—I
Code: 2007 NASPEC (AISI S100-20071
!*!1R C H.T.
e g 1 h e e. r S
Page loll
Date: 02/01/2017
Simpson Strong-Tie® CFS DesigrierTM 1.4.2.0
Reactions
Support Reactions (lb)
Ri 600.00
R2 600.00
Bending and Shear 42.4% Stressed
(Unstiffened): @Ri
Bending and Shear N/A
(Stiffened):
Web Stiffeners Yes @R1,R2
Required?:
Section: 600S16243 Single C Stud Fy = 33.0 ksi
Mao = 1390.0 Et-Lb Moment of intei-tla, I 1= 2.32 in A4 Va = 1415.7 lb
Loads have not been modified for strength checks
Loads have been multiplied by 0 70 for deflection calculations
Fiexural and Deflection Check
. Mmax
Span Ft-Lb
Span 900.0
DistbiiiôñâFBuckling Check
Span K-phi
Ibin/ifl.
Span 0.00
Mmaiii MPÔS Bracing Ma(Brc)
Maxo Ft-Lb (in) Ft-Lb
0,647 900.0 60.0 1136.6
Lm Brac Ma-d Mmax/
in Ft-Lb Ma-d
72,0 1205.1 0.747
Mposi Deflection
Ma(Brc) (in) Ratio
0.792 0.060 L/1205
www.strongtie.com
11: =SMcEtG1O
S
*Project: H [iiV"- .oanRtCitI T
Location: MLBI Beam
Wright Engineers e r g 7425 Peak Dr Multi-Loaded Multi-Span L.
[2015 International Building Code(2012 NDS)] Las Vegas, NV 89128-9011
5.5 IN x 5.5 IN x 8.0 FT
#1 - Douglas-Fir-Larch - Dry Use StruCaic Version 9.0.2.5 2/1/2017 5:52:42 PM
Section Adequate By: 29.2%
Moment Controlling Factor:
DFLECTIO1Cente! LOADING DIAGRAM
Live Load 0.08 IN U1271
Dead Load 0.16 in
Total Load 0.23 IN L/412
Criteria: 11180 Live Load Deflection Criteria: 11240 Total Load Deflection
• REACTIONS
Live Load 400 lb 400 lb
5 Dead Load 834 lb 834 lb
Total Load 1234 lb 1234 lb
Bearing Length 0.36 in 0.36 in
•
BEAM DATA cfltL
Span Length 8 ft
- -
• Unbraced Length-Top 0 ft
. .--. -
.'------ ----8 ft
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS n1t
MATERIAL PROPERTIES Uniform Live Load 100 pIE
5 #1 - Douglas-Fir-Larch Uniform Dead Load 202 pIE
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 1200 psi Fb = 1380 psi
it r4 flfl Total Uniform Load 309 pIE
.,0-1. 1 0 tr-=I.uv
Shear stress: Fv= 170 psi FV= 196 psi
Cd= 1.15
Modulus of Elasticity: E = 1600 ksi E'= 1600 ksl
Comp. to Grain: Fc - -- = 625 psi Fc - - = 625 psi
O Controlling Moment: 2468 ft-lb
4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1234 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Provided
Section Modulus: 21.46 in3 27.73 1n3
Area (Shear): 9.47 in2 30.25 1n2
5 Moment of Inertia (deflection): 33.32 1n4 76.26 in4
Moment: 2468 ft-lb 3189 ft-lb
Shear: 1234 lb 3943 lb
FSKET. G 1]
RIGHT
e 11 g i n e e r S
fc- 7 evhv
/ 7o'
"JL r 70
[PROJECT: 1 [No: 1L! G13 1
Project: Gravity
Location: GBJ1
Multi-Loaded Multi-Span Beam
(2015 International Building Code(2012 NOS))
1.5INx 11.25INx7.0FT
#2 - Douglas-Fir-Larch - Dry Use
Section Adequate By: 363.1%
Controlling Factor Moment
r DaflA C lilT
Wright Engineers e n g fl e)4'
7425 Peak Dr
Las Vegas NV 89128-9011 of
StruCalc Version 9.0.2.5 2/13/2017 9:56:35 AM
DEFLECTIONS LOADING DIAGRAM Live Load 0.01 IN UMAX
Dead Load 0.01 in
Total Load 0,02 IN L15294
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
REACTIONS
Live Load 140 lb 140 lb
Dead Load 153 lb 153 lb
Total Load 293 lb 293 lb
Bearing Length 0.31 in 0.31 in
BEAM DATA
Span Length 7 ft
----------lft- Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas-Fir-Larch
UNIFORM LOADS
Live Load
QQflar
Uniform 40 pIt
Base Values Uniform Dead Load 40 pIt Adjusted
Bending Stress: Fb = 900 psi Fb =' 900 psi Beam Self Weight 4 p11
Cd=1.00 CF= 1.00 Total Uniform Load 84 p11
Shear Stress: Fv = 180 psi Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E 1600 ksi
Comp. Grain: Fc - -• = 625 psi Fc - -L'= 625 psi
Controlling Moment: 512 ft-lb
3.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: . -293 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: flggçj Provided
Section Modulus: 6.83 in3 31.64 in3
Area (Shear): 2.44 in2 16.88 in2
Moment of Inertia (deflection): 8.07 in4 177.98 1n4
Moment: 512 ft-lb 2373 ft-lb
Shear: -293 lb 2025 lb
1tISPEC Proje~ct:
Locatn:
Project
Legond Retail
Type: Type
Folder: Folder
.Dâté: 3/7/17 552 PM
cdSpectM by RedBuilt'M Designer DA
mment:_ .,.
-
This product meets or exceeds the set design controls for the application and loads listed
D1SLGN coNTRoLs' % Design Allow. DOL Combination Pattern Pass/Fail Shear'(lb) 41% 1080 2650 Roof(125%) 1.0D1-1.OLr All Spans PASS
Positive Moment (ft-lb) 61% 4860 7988 Roof(125%) 1.OD+1.0Lr All Spans PASS
DEFLECTIONS (in) % Design Allo,. Design Allow. Combination, Pattern Pass/Fail Span Live 37% 0.222 0.600 1/974' 1/360 1.00+1.0Lr All Spans PASS Span Total 55% 0.499. 0.900 1/433. 1/240 1.00i-1.0Lr All Spans PASS
'4IPPORTS . Support 1 Support 2
Live Reaction, Critical (lb) (001%) 180 (125) 480 (1,25)
Dead Reaction (lb) 600 600
Total Reaction I(lb) (DO1°/o) 1080 (125) 1080 (125)
Bearing Flush Flush
Support Wall Wall.
Icq'd Bearing, No Stiffeners (in) 1.75 1.75
Req'd Bearing, Stiffeners (in) - -
}IANGERS Model , Top Face Member Header Size
Left Nonc' Selected
light: Noic ".elCctnd
IANSAND LOADS
i)iinensidns ieprcsen1 horizontal design spans. Member Slope: 0/12
181-0.01,
rPpi.rcnnoN LOADS
Tilie Units DOt. Live Dead Partition Tributary Member Type
U:flform psi Roof( 125%) 25 20 ' 0 " 32" Roof Joist
IY)i•)lTrONAL LOADS
'l'yin Units 001 Live Dead Location from left Application Comment
Uorm psi Roof(125%) 20 25 0-0.0" to 18-0.0" Replaces
Uuiiding code and design methodólogy 2012 IBC ASD (US).
cnniiiuous lateral support required at tdp'edge. Lateral support at bottom edge shall be per RedBuilt recommendations,
'-';\dan\Documents\RedSpcc\Projcct1.red
Project : Folder : Type Page 1 of 1
s noted are intended for interIor, untreated,.non corrosive applications With normal temperatures and dry condItions of use and must be Installed
i(,c with local building code requirements and Red8uilt ' recommendations The loads spans and spacing have been provided by others and must
U br the ',ix cific application by the design professional for the project Unless otherwise noted this output has not been reviewed by a RedBullt
'. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
",'RecJSphc', Red-I"",.Red-I'45", Red-I4511"', Red:1581";Red-165'", Red-165T11, Red-190'M, Red-190H", Red-190HS", Red-L", Red-IT", Red-
Red-M"', Red-11'", RcdLzim',.FldrChoie'" ar'etrademárks.bf Red8uilt tIC, Boise ID, USA. Copyright © 2010-20i6 Red8uiltLLc. All rightsG15
5:52:59 PM
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V
Floor Man
I RAM Steel 14.07.00.05
RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
Building Code: IBC Steel Code: AISC 360-10 LRFD
Floor Type: High Roof
..sse..s.e....s..ese.......s.......s.se.se.. Floor Map
il I %' RAM Steel 14.07.00.05 - Page 2/2
IRAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
L Building Code: IBC Steel Code: AISC 360-1OLRFD
Surface Loads
Label • DL CDL LL Reduction PLL CLL Mass DL
psf psf psf Type psf psf psf
• Roof Load 18.0 0.0 20.0 Reducible 0.0 0.0 0.0
Line Loads
Label- DL CDL LL Reduction PLL CLL Mass DL
k/ft - k/ft k/ft Type k/ft k/ft k/ft
LI Parapet Load 0.100 0.000 0.000 Reducible 0.000 0.000 0.000
Point Loads
-
Label DL CDL LL Reduction PLL CLL Mass DL
kips7 kips kips Type kips kips kips
P1 Ride 0.000 0.000 5.500 Unreducible 0.000 0.000 0.000
ZK
0
0
V I %
Floor Map
RAM Steel 14.07.00.05
RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
Building Code: IBC Steel Code: AISC 360-10 LRFD
Floor Type: Roof
R3
yin Floor Man S
Z t" RAM Steel 14.07.00.05 Page 2/2
RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
Building Code: IBC Steel Code: AISC 360-10 LRFD
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL
psf psf psf Type psf psi psf
Roof Load 18.0 0.0 20.0 Reducible 0.0 0.0 0.0
Line Loads •-•
Label DL CDL LL Reduction PLL CLL Mass DL
k/ft k/ft .k/ft Type k/ft k/ft k/ft
LI Parapet Load 0.100. .0 .000 .0 .000 Reducible 0 000 0.000 0.000
Point Loads
Label DL CDL LL Reduction PLL CLL Mass DL
kips kips kips 'Type kips kips kips
P1 Ride 0.000 0.000 5.500 Unreducibiè 0.000 0.000 0.000
P2 Mechanical Unit 1. 4.900 0.000 0.000 Reducible 0.000 0.000 0.000
P3 Mechanical Unit 2 2.900 0.000 0.000 Reducible 0.000 0.000 0.000
R4
13 -
43 53
44 52
45 51
55 54
- j- - F
48 47
50 49
5
(ID
CD CID
-I I
I
I
I
I --------------------
.
I
I
274 272
275 273
312 ------
:: 281
285 282
286 283
278 152
301 289 287
----
02 -
290 288
291 314 276
293 Af ----
-
296 295
298 . 297
300 299
198 232
-ï Ii
CI)E) C') C) (ou ) E) -.
V
Beam Summary
I RAM'Steel 14.07.00.05
RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
Building Code: IBC Steel Code: AISC 360-10 LRFD
STEEL BEAM DESIGN SUMMARY:
Floor Type: High Roof
Bm # Length +Mu -Mu Mn Fy Beam Size Studs
ft kip-ft kip-ft kip-ft ksi
3 4.75 0.0 -29.3
19.50 11.6 -29.3 51.2 50.0 W12Xl6 u
4 10.33 3.7 0.0 52.1 50.0 W1OX12 u
5 33.50 116.3 0.0 225.0 50.0 W16X31 u
10 32.50 224.3 0.0 420.8 50.0 W18X50 u
11 19.50 82.2 0.0 154.5 50.0 W12X26 u
13 33.50 133.0 0.0 225.0 50.0 W16X31 u
17 52.00 581.8 0.0 1140.6 50.0 W24X103 u
38 29.61 38.1 0.0 122.1 50.0 W12X22 u
43 33.50 142.1 0.0 225.0 50.0 W16X31
44 33.50 142.1 0.0 225.0 50.0 W16X31
45 33.50 143.8 0.0 225.0 50.0 W16X31
47 10.33 6.4 0.0 52.1 50.0 W1OX12 u
48 33.50 140.5 0.0 225.0 50.0 W16X31
49 10.33 5.0 0.0 52.1 50.0 W1OX12 u
50. 33.50 129.0 0.0 225.0 50.0 W16X31
51 8.94 4.9 0.0 52.1 50.0 W1OX12 u
52 5.96 2.0 0.0 52.1 50.0 W1OX12 u
53 2.98 0.4 0.0 52.1 50.0 W1OX12 u
54 10.33 6.5 0.0 52.1 50.0 W1OX12 u
55 33.50 142.1 0.0 225.0 50.0 W16X31
Floor Type: Roof
Bm # Length +Mu -Mu Mn Fy Beam Size Studs
ft kip-ft kip-ft kip-ft ksi
2 23.00 98.8 0.0 170.0 50.0 W16X26 u
82 23.00 181.5 0.0 270.1 50.0 W18X35 u
92 32.50 235.0 0.0 364.3 50.0 W21X44 u
94 37.00 982.9 0.0 1300.0 50.0 W30X99 u
95 23.00 247.2 0.0 326.7 50.0 W18X40 u
148 10.33 4.1 0.0 52.1 50.0 W1OX12 u
152 15.33 14.9 0.0 52.1 50.0 W1OX12 u
160 17.50 11.4 0.0 32.3 50.0 W1OX12 u
163 17.50 86.1 0.0 150.1 50.0 W16X26 u
198 21.50 16.4 0.0 66.7 50.0 W1OX15 u
200 32.50 202.5 0.0 352.9 50.0 W18X46 u
201 13.50 7.7 0.0 46.0 50.0 W1OX12 u
202 7.00 2.0 0.0 52.1 50.0 W1OX12 u
215 28.50 115.1 0.0 184.2 50.0 W16X26 u
232 48.83 95.3 0.0 397.5 50.0 W21X44 u
V
Beam Summary
I RAM Steel 14.07.00.05 Page 2/2
RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19
Building Code: ifiC Steel Code: AISC 360-10 LRFD
Bm # Length +Mu -Mu Mn Fy Beam Size Studs
250 22.50 150.0 0.0 194.4 50.0. W16X31
251 6.67 1.8 0.0 36.5 50.0 W8X1O
252 2.50 0.1 0.0 36.5 50.0 W8X1O
255 42.16 131.2 0.0 326.7 50.0 W18X40 u
256 21.50 37.2 0.0 72.5 50.0 W12X14
257 8.32 2.7 0.0 52.1 50.0 W1OX12 u
258 20.50 840 0.0 119.8 50.0 W14X22
259 25.00 250.1 0.0 337.4 50.0 W21X44 u
272 48.83 293.7 0.0 558.3 50.0 W24X55
273 48.83 300.5 0.0 558.3 50.0 W24X55
274 28.50 112.8 0.0 184.2 50.0 W16X26
275 28.50 115.4 0.0 184.2 50.0 W16X26
276 10.33 5.2 0.0 52.1 50.0 W1OX12 u
278 28.50 183.1 0.0 277.1 50.0 W18X35
279 37.00 239.9 0.0 420.8 50.0 W21X48 u
281 15.33 14.4 0.0 52.1 50.0 W1OX12 u
282 15.33
*
14.4 0.0 52.1 .50.0 WIOX12 u
283 15.33 14.9 0.0 52.1 50.0 W1OX12 u
284 28.50 113.0 0.0 184.2 50.0 W16X26
285 28.50 113.0 0.0 184.2 50.0 W16X26
286 28.50 114.2 0.0 184.2 50.0 W16X26
287 15.33 14.4 0.0 52.1 50.0 W1OX12 u
288 15.33 10.5 0.0 52.1 50.0 W1OX12 u
289 21.50 76.3 0.0 138.3 50.0 W14X22
290 21.50 76.3 0.0 138.3 50.0 . W14X22
291 21.50 76.3 0.0 138.3 50.0 W14X22
292 10.33 5.4 0.0 52.1 50.0 W10X12 u
293 48.83 255.4 0.0 637.5 50.0 W24X62 u
294 21.50 76.3 0.0 138.3 50.0 W14X22
295 48.83 324.7 0.0 637.5 50.0 W24X62 u
296 21.50 76.3 0.0 138.3 50.0 W14X22
297 48.83 324.7 0.0 637.5 50.0 W24X62 u
298 21.50 76.3 0.0 138.3 50.0 W14X22
299 48.83 295.6 0.0 558.3 50.0 W24X55
300 21.50 69.5 0.0 138.3 50.0 W14X22 u
301 7.00 2.5 0.0 36.5 50.0 W8X1O
312 48.83 781.2 0.0 1179.2 50.0 W30X90
313 59.17 1036.1 0.0 2141.7 50.0 W33X141 u
314 48.83 229.6 0.0 558.3 50.0 W24X55 u
315 52.00 674.0 0.0 1179.2 50.0 W30X90 u
* after Size denotes beam failed stress/capacity criteria.
# after Size denotes beam failed deflection criteria.
u after Size denotes this size has been assigned by the User.
0.4
0.55
'A-0.3-4- 0-30
0:57,
o.iflL .0.50 0.47
073 0. 52
.09
56
70
0 69 tO50
062 '1'
I
0
• • •
S
Gravity Column Design Summary
I RAM RAM DataBase: Legd Land Model 8-7-17 08/17/17 15:55:27
Building Code: IBC Steel Code: AJSC 360-10 LRFD
• Column Line 56.82ft--38.02ft
• Level Pu Mux -Muy LC Interaction Eq. Angle - Fy Size
Roof 8.1 2.5 0.2 8 0.14 Eq (HI-lb) 90.0 50 HSS5X5X1/4
Column Line 56.82ft--16.52ft
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
• Roof 43.1' 2.3 12.2 8 0.54Eq(H1-1a) 90.0 50 HSS5X5X1/2
O Column Line 56.82ft-25.64ft
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof 11.7 4:7 0.1 1 0.23Eq(H1-1b) 90.0 50 HSS5X5XI/4
• 'Column Line 59.32ft-25.64ft
• Level Pu' Mux Muy LC Interaction Eq. Angle Fy Size
• Roof 1.6 0.4 0.1 1 0.03 Eq (HI-lb) 90.0 50 HSS5X5X1/4
0
• Column Line 59.32ft-32.31ft . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof . 23.7 0.4 . 9.3 1 0.56 Eq (Hi-la) 90.0 50 HSS5X5X1/4 •
• Column Line 61.32ft-45.02ft
• Level Pu. Mux Muy LC Interaction Eq. Angle Fy Size
• Roof 16.7 0.3 . 6.3 6 0.32 Eq (HI-lb) 90.0 50 HSS5X5X1/4 • . Column Line 81.82ft-45.02ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
• Roof 33.4 4.3 5.9 6 0.68 Eq (Hi-la) 90.0 50 HSS5X5XI/4
0
• Column Line 81.82ft--16.52ft
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
•
Roof 91.6 7.7 22.2 16 0.72 Eq (Hi-la) 0.0 50 HSS6X6X1/2
COlumn Line 81.82ft--1.19ft
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
.. High Roof 32.6 ' 9.0 4.5 1 0.57 Eq (Hi-ib) 0.0 50 HSS5X5X1/4
0
• Column Line 81.82ft-32.31ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
•
High Roof 51.9 18.9 10.3 1 0.46 Eq (HI-lb) 0.0 50 HSS6X6X1/2
Roof 96.9 2.0 3.8 1 0.46 Eq (HI-1a) 0.0 50 HSS6X6X1/2 •
Ru 0 •
Gravity Column Design Summary
RAM Steel 14.07.00.05 Page 2/3
RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27
Building Code: IBC Steel Code: AISC 360-10 LRFD
Column Line 114.32ft--45.02ft
Level Pu . Mux Muy LC Interaction Eq. Angle Fy Size
Roof 45.1 10.6 7.0 10 0.61 Eq (HI-la) 90.0 50 HSS5X5X1/2
Column Line 114.32ft--16.52ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof 85.2 22.9 5.9 14 0.69Eq(HI-la) 0.0 50 HSS6X6XI/2
Column Line 114.32ft--l.19ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
High Roof 36.4 6.4 4.7 12 0.55 Eq (HI-la) 0.0 50 HSS5X5X1/4
Column Line 114.32ft-42.64ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
High Roof 14.2 0.0 0.0 1 0.29Eq(HI-1a) 0.0 50 H555X5X1/4
Roof 14.5 0.0, 0.0 1 0.29Eq(HI-1a) 0.0 50 HSS5X5X1/4
Column Line 127.82ft--45.02ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof 3.2 0.5 0.7 1 0.06 Eq(H1-lb) 90.0 50 H555X5X1/4
Column Line 133.82ft--1.19ft
Level Pu Mux Müy LC Interaction Eq. Angle Fy Size
High Roof 24.4 6.2 3.9 1 0.43 Eq (HI-lb) 0.0 50 HSS5X5X1/4
Column Line 133.82ft-32.31ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
High Roof 53.3 18.0 3.3 6 0.52 Eq (Hl-lb) 0.0 50 HSS5X5X1/2
Column Line I33.82ft-42.64ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
High Roof 4.8 1.4 32.9 1 0.47Eq (HI -lb) 0.0 50 HSS6X6X1/2
Roof 91.0 0.2 10.8 1 0.50Eq(HI-1a) 0.0 50 HSS6X6Xl/2
Column Line 151.32ft--38.02ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof 29.6 7.3 0.0 12 0.55Eq(HI-1a) 0.0 50 HSS5X5X1/4
Column Line 151.32ft--16.52ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof 98.4 26.3 0.0 12 0.71 Eq (H1-la) 0.0 50 HSS6X6X1/2
R12
• •
• •
•
Gravity Column Design Summary
I' RAM Steel 14.07.00.05 Page 3/3
RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27
Building Code: IBC Steel Code: AISC 360-10 LRFD
• Column Line 151.32ft-32.31fi
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
• Roof 398 9.2 0.6 8 0.44Eq(H1-1a) 0.0 50 HS55X5X1/2 . Column Line 151.32ft-42.64ft
Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
. Roof 4.3 1.0 0.7 1 0.08 Eq (HI-1b) 0.0 50 HSS5X5X1/4 •
• Column Line 174.32ft--38.02ft
• Level Pu Mux zMuy LC Interaction Eq. Angle Fy Size
Roof 18.5 1.3 6.3 1 0.44 Eq (Hi-la) 90.0 50 HSS5X5X1/4
Column Line 174.32ft-16.52ft
• Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
• Roof. , 46.0 2.2 16.7 8 0.72Eq(14I-1a) 90.0 50 HSS6X6X1/4
• Column Line 174.32ft-32.31ft ' Level Pu Mux Muy LC Interaction Eq. Angle Fy Size
Roof . 35.2 11.4 3.0 1 0.49 Eq (Hi-la) 0.0 50 HSS5X5X1/2
• •
O •
0
0 • •
0
0 •
• . .
I!A!IRIGHT
engineers
c-.t
ci .. Z%1
2-0 2-0
6.1
•
:
•
•
•
Mu
•
'I (.x8/ •(0 )c5
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3th -•..Pmvt
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___ = 8 4 ''
2Q
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Wtoo ..
(nA 15, .4-_1.(D"_____c)I4
1 8
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to PROJECT: AO JD1g
1LO 1SHEET:
R14
1
JRICH'T
eng,neers
0
CONCRETE BEAM DESIGN
II DESCRIPTION: S1/S2
Alk
PROPERTIES Fy (ksi) 60 b bat (in) 12 top rebar (#) 5 pmin 00033 (4/3pcatcuIet) Fyv (ksi): 60 cvr; to:(ln): 3 botrebar (#): 5 pmaX: 0.0160
h (Ih):6 ' cr. bot (in): 3 stirrup (#): 3 d top (in): 2.3125
No. of lines of stirrups: 2 d bat (in): 13125
FLEXURE Mu (4') (kip ft) pbot As bat (lnA2) bat reinforcing Mu ( ) (kip ft) ptop As top (in 2) top reinforcing 0.8 0.00333 . 0.09 1 .# 5 08 0.00333 0.09 1 # 5 - 0.0 0.00000 0.0 0 Q.Q 0.00000 0.0 0 00 0.00000 0.0 0
• 0.0 0.00000
. 0.0 0 0.0 0.00000 0.0 0
SHEAR: 4): 075'
• . $Vc (kips).;'-2:28,
O max: stirrup spacing (in )i 1,fVs 46
6Vs Max (i~psL..9
4)Vs reqd shear stirrups
0:7 n'one. reqd
• 0.0 none reqd . 0.0 hone req'd
0.0 none reqd
• 0.0 flono
0.0 none req'd
0 DESIGN beam: S11!S2
• SUMMARY: . depth: 6 inches
• width 12 inches
S
0
0
S..
•
.5
S •
• .
Copyr ;ghl, WRIGHT ENGINEERS, 11 S
- - I o:
en 9 flee r
S
CONCRETE BEAM DESIGN
DESCRIPTIoN: S3
Auk
S BEAM fc.(psi):3000 b top (in) 12 shear b(in) 12 pi: 0.85
PROPERTIES.: Fy(ki): 60 b bot(in): 12 top rebar (#): 5 pmin: 0.0033 ór4/3pcatcufated)
Fyv (ksl): 60 ôvr. top (in) 3 bot rebar (#): 5 pmax: 0.0160
h (in): 10 cvr.bot(ln): 3 stirrup (#): 3 d top (in): 6.3125
No. of !iAes of stirrups: 2 d bat (in): 6.3125
FLEXURE: Mu (+) (kip-ft) pbot. As bot.(ir2) boL.reinforcing Mu (-).(kip-ft) ptop As top (in 2) top reinforcing
80 0.00390 .0.30 1 #. 5 8.0 0.0039 no 1 # 5
0.0 0,0000, 0.0 0
S . 0.0 0.O0000: 0.0 0
0.6. 6.00000I 0.0 0
.0.0 0.00000 0.0 0
0.0 0.00000 . 0.0 0
- SHEAR: 4): 0.75
4)Vc (kips);. 6.22
4iYsjnax..(kip.$):.25 .. ....... ___
Vu(+)(kip) 4)Vs.reqd: shear stirrups
2.3 none reqd
S 00 none reqd
0.0 none :req'd
0.0 none reqd
0.0 none req
00. none reqd
'S DESIGN team: S3
SUMMARY: . depth: 10 inches
5 . width 12. inches
S .
S •
• • •
.
Copyright WRIGHT ENGINEERS
1 [NO:SHEET.
v 4,03
R16
IMRIGHT
engineers
An = cx c
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PROJECT: ~EGPLM-AD -JtE No: Q V El.
R1fl
Copyiight WR le 50BM AIO).d$ 81 IGHT ENGINEERS'
fROJECT:
IOR I GH T
• 'CONcRETE BEAM DESIGN
• bESCRIPTINB1"C$
.-
. BEAM ft (psi) 3000 b top (in) 12 shear b (in) 12 31 085
PROPERTIES Fy(ksi) 60 b bot(in) 12 top rebar (#)t 6 pmiri 0.0033 (or4rpJculaw,j)
• Fyv (ksi): 60 çvr. top' (in): 3 bot rèbar(4):.6 pmax: 0.0160
• h (in): 16 cvr. bot (in): 3 stirrup (#): 3 d top (in): 12.25
No. of lines of stirrps: 2 d bot (in): 12.25
FLEXURE: Mu (+) (kiptt) pbot As b6t,(in2) bot. reinforcing Mu (-) (kip-ft) plop As top (inA2) top reinforcing
•
620 0.0085Ô 1:25 , # 6 62:0 0.0085 1.25 3 # 6
0.0 0,00000 0.0 0
• 0.0 0.00066 0.0 '0
0.0 •o.00000 0.0 O
'S 0.0 0.00000 0.0 0
0.0 0.00000 . 0.0 0
S SHEAR:. 0.75
4Nc (kips): 12.08
rnaxstirrpspaci,ngn):,,6 3ffVs> 24.2 -, . ._
_4Vs.mâx-(kips):-48
• Vu (+) (kip). 4Vs req'd:
140 1.9 # 3 at 6
0.0 none reqd
0.0, none réqd
S
0.0 none req'd
0.0 none reqd
0,0' none reqd
S
. DESIGN beam: BI'
SUMMARY: . depth: '16 Inches
• width 12 inches
I 1
~Z:m
03
I
• 122 .0.1
• Q.O none reqd
•
0.0 none reqd
00 none reqd
• o:o none reqd
00 none reqd
DESIGN
• SUMMARY:
•
•
_____
• rOJECT:
#3 at
beam: 82.
depth: 16 Inches
width 12 inches
Copyright WRIGHT ENGINEERS L: I
v2OO8.04 03
L11KIGHT eng Ine
• CONCRETE BEAM DESIGN •
DESCRIPTI0NB c-
• ?c(psT 3000 btop(in) 12 shear b(in) 12 a 085
PROPERTIES Fy (ksl) 60 b bot (in) 12 top rebar (#) 6 pmin 0.0033. (4p!cu!a()
•
Fyv (ksi) 60 cvr. top (in) 3 bot rebar (#) 6 pmax 00160
h (in) 16 cvr bot (in) 3 stirrup (#) 3 d top (In) 12.25
• No. of lines of stirrups: 2 d bOt (in): 12.25
FLEXURE: Mu (+) (kip-ft) pbot. As bat (tflA2). boi,relnforcing Mu (-)(kip-ft) ptop As top (inA2) top reinforcing
• 600 000819 1.20.3 # 6 600 000819 120 3 # 6
• 0.0 0.00000 0.0 0
0.0 00000. 0.0 0
• 0.0 0.00000 O.0 0
- 0.0 0:00000 . . 0.0 0
0.0 o:00000 0.0 0 • * SHEAR: 4:0.75 -
Vc (kips): 1.2708.
_______
màxstirrups0.acihg.(iA):6 3 if bVs> 24.2
• 4iVs max (kips) 48
Vii 14 1kin rpn'd'
: LIJRIGHT
engin
CONCRETE BEAM DESIGN
• DESCRIPTION:)5
— BEAM fc(psi) 3000 b top (tn)12 - shear b(in) 12 P1 085
• PROPERTIES Fy (ksi) 60 b bat (in) 12 top rebar(#) 5 pmin 00033 (or4t3pca1cti!afi)
•
Fyv.(ksi): 40 cvr. top. (in): 3 bat rébar (#): 5. pmax: 0.0160
h (in): 10 cvr. bot(ln): 3 stirrup (#): 3 d top (in): 6.3125
• No: of lines of stirrups: 2 d bot (in): 6.3125
FLEXURE: Mu (+)(kip-ft) pbot, AS bot (inA2) bot. reinforcing Mu (-) (kip-It) ptOp As top (in2) top reinforcing
• i6.4 0.00846, 0.64 3 # 5 16.4 0.00846 0.64 3 # 5
• .0.0 0.0000 0.0 0•
.0.0 6.00000 0.0 0
• 0.0• 0.00000 - . 0.0 0
0.01 0.00000 - 0.0 0
0.0 0.00060 . 0.0 0
• SHEAR:
• $Vc (kips): 6.22
•
max stirrup spacing (!n)- 3 2 if 6Vs> 12.4
a Vs max (ups)25
1~) (kip) 4iVs reqd: shear stirrUps
60 minimum # 3 at 3
0.0 none req'd
0.0 none reqd
0,0 none reqd
0.0 none reqd
00 none req'd
DESIGN beam: B3A
SUMMARY: depth: .10 -inches
width 12 inches
Copyright WRIGHT ENGINEERS
PROJECT: Not
v20oa .03
I SHEE 0
RIGHT engine
.4cgE1 ptGmi
2', '.. 2r7' •1
1 * •. ,t LoO •1 3o00 &u_o ,
1_.
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see -
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LIK I GHT
e ngIner
• . .• CONCRETE-BEAM DESIGN •
• DESCRIPTION: B9
AM 6 (in): 12 t85 -
PROPERTIES Fy(ks) 60 b bot(in) 12 top rebar() 5 pmin 00033 (or 4l3pcalculaged) . Fyv (ksi): 40 evrz top (in): 3 bot rebar (#): 5 pmax: 0.0160
h(in):-10 cvr.bót(in): 3 stirrup(#): 3 d top (in): 6.3125
• No. .of.Iines of stirrups: 2 d.bot(in): 6.3125
FLEXURE: Mu (+) (kip-ft). pbot. As bot (lnA2) bot. reinforcing Mu (-) (kip-ft) ptop As top (inA2) top reinforcing
• 82 000400 030 1 # 5 82 0.004 030 1 # 5 . 0.0 0.00000 0.0 0
0.0 0.00000 0.0 0
• . O.Oi 0.00000 . 0.0 0. . o.0 0.0900•0 00 9,
.0.0 d.00000 . 0.0 0 •
• SHEAR: : 0.75
4Vc (kips): 6.22
•
max Stirrup spacing (in): 3 2 if çbVs> 12.4.
Vs max (ps)25
Vu
36 . minimum. . 3 at '3
0.0 nOne 'req'4
.0.0 none..reqdr
0:0 none reqd
0.0 nOne reqd
0.0 none rèqd
DESIGN beam: PA.'
SUMMARY: . dèpth: 10 inches,
width 12 inches
Cop'right WRIGHT ENGINEERS
PROJECT:
r 1 v20080 .03
LNo: . I SHE
:
WURIGHT
CONCRETE BEAM DESIGN
• DESCRIPTION: RaA.
BEAM fc(psi) 3000 btop(ln) 12 shear b(iri) 12 i085
PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar(#) 5 pmin 00033 (or 4/3pcalcu!atd) . Fyv (ksi) 40 cvr top (in) 3 bot rebar (#) 5 pmaX 00160
h (In): 12 •cvr.• bOi.()n): 3 stirrup (#): 3 d too • (in): 8.3125
• No. Of Iires of stirupTs: 2 d bot (in); 8.3125
FLEXURE:. Mu (+) (kip-ft) pbot As botin2) bot. reinforcing Mu (-) (kip-ft) ptop As top (inA2) top reinforcing
• 161 0004$6 045 2 0 5 151 000456 045 2 # 5
. 00 0,000 0.0 0
0.0 0.00000 0.0 0
• 0.0 0.00000 0.0 0 . . .0.0 0.00000 0.0 0
0.0 0.60•000•. . 0.0 0
• . SHEAR: 4): 0.75
• :4)Vc (kips): 8:20
• mstirrup.spácing (ifl), 4 2 ØVs>
•
4)Vs max (kips) 33
•
Vu (+,y (kip) 4iYs.reqd: shear-stirrups
64 minimum # 3 at 4
0.0. none.req'd
.0.0 none req'd
• 0:0 'none reqd,
• 0.0 none reqd.
0.0 none reqd
• DESIGN beafi:. 83.A.
• SUMMARY: .
.
.'depth: 12 inches
Width, 12 inches • • • • • • •
S ..
• )'
• ______________ 5
JcnYeIeaean)(u4l4sa4
(PROJECT.••_.
__Copynghl WRIGHT ENGINEERS 7 v2008 03
5 _Illo:.. FSHCET:
5
,
:.W1 RIGHT engi n
CONCRETE BEAM DESIGN
• ..
• DESCRIPTION:.
m PC (psi): S ear in TTB.
PROPERTIES'.Fy (ksi) 60 b bot (in) 16 top rebar(#) 5 pmln 00033 (or 4t3pcalculated)
• Fyv(ksi): 40 - cr: top (in): 3 :botrebar(#): 5 pmax: 0.0160
h (in) 10 cvr bot (in) 3 stirrup (#) 3 d top (in)t 6.3125
No..of lines of stirrups: 2 d bot (in): 6:3125
FLEXURE: Mu (+) (klp-ft) pbot As bot (402) bot. reinfOrcing Mu (-).(kip-ft) ptOp As top (in2) top reinforcing
• 58 000276 0.28,1 Ii 5 58 000276 028 1 # 5
0.0 0.90900 0.0 0
0.0 0.00000 9.0 0
• 0.0 0.00000 . 0.0 0
O.O 0.00000 0.0 0
0.0 0.00000 0.0 0
• SHEAR: 4: 0:75
• 4iVc (kips): 8.30
rnaxstirruspacin9(in): 3 . 2,i(b VS> 16.6
Vsmax (kps)33 i,.. ••l.1 ...____
3:9 none reqd
0.0 none r6q'd
0.0 none req'd
0.0 none reqd
o:o none rèqd
0.0 none reqd
DESIGN beam: B5'
SUMMARY: depth: 110 inches
width 16 inches
p.
CoyrighI WRIGHT ENGINEERS
1
1 403 v28
L!A!JRIGHT
engine
9kCR .
S • jK1(jHT e ngln e e r S .
CONCRETE BEAM DESIGN •
• DESCRIPTION: B6
S--- BE'AM f'(1r3000 b1T12 shear b(in): 12 f31: 085
5 PROPERTIES Fy (kst) 60 b bot (in) 12 top rebar (#) 6 pmin 0.0.033 (Or 4/3p calcvlatcij)
S Fyv (ksl). 40 jcvr.Itop (in): 4 bot rebar (#): 6 max: 0.0160
h (in)::20 cr.bot(i 4 stirrup (#: 3 d top (in): 15.25
• No. of lines of stirrups: 2 d bot (in): 15.25
• FLEXURE: Mu(+) (kip-ft) pbot As. bot (lnA2) bot reinforcing Mu (-) (kip-ft) plop As top (inA2) top reinforcing
• 6.8 0:00759 1.39 4 #6 86.8 0.60759 1.39 4 # 6
0.0. 0.00900 0.0 0 w 0.0 0.60000 0.0 0
• 0.0 0.00000 . 0.0 0
0.0 0.0.0900 0.0 0
0.0 0.90.900 . 0.0 0
S
• SHEAR: $: 0,75
• Vc(kips): 15.03 . max stirrup spacing (in): 7 4 ,jf Vs >: 30.1
rz::'.r'' ...r"'"-,,r.,.r. .t,.:r--"rttt..,,r..,..,,.,.,..?....r'',""'".._.... - ' ........±.t....tt..t..;. ...: ........" .......-.... .. . - . Vs. max (Kips); 60
Vu (+) (kip) •Vs reqd: shear stirrups
• 25.3 163 # 3' at 7 . 0.0 none reqd -
0.0 noni reqd
. 0.0 . . .0.0 nine reqd
0.0 none reqd,
• DESIGN . beam: B6
• SUMMARY: , depth." 20 inches
Width, 12 'inches'
• C&P . •
. Th,=
.
.
S to Beam (thL 65 Copyright WRIGHT ENGINEERS 1 200 43 [
I EET..
:
• (PROJECT: . I LNo: . . .
S
S
MMc• ALCic'TY1'
•
'.A RIGHT,
e n g i n e er S
co• DL .. zs•c (Ncuotr ccm
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0
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* MJRIGHT
e ri g i ii e e r S
• FLEXIBLE DIAPHRAGM LOAD CALCULATIONS
• DESIGN NET WIND PRESSURES (PSF)
EV(PYrwINowAR
WAIL
E
.0 . 9.1 LEEWARD WALL: 5.8
15 9.1 WINDWARD ROOF: 0.0
W 20 9.1 LEEWARDRO.ÔF: 11.3
25 16.1 MNbARb:AAAPEt': 22.6
30 105 LEEWARD PARAPET: 151 RIDGEOrDIAPHRAGMABOVE
•
40 11.2 MIN. NET PRESSURE: 10.0 CALCULATED . LOADED DIAPHRAGM
50 11.7.. EQUIVALENT
•
. DIAPHRAGM
LOAD DIAPHRAGM BELOW
.12.6
• 8O 13.0
•
90 133
100 13.5 .
WIND LOADS
• ELEV. RIDGEIDIAPH. ABOVE n: .16
S ELEV LOADED DIAPH. (Fl): 14
. ELEV LOW DIAPH. : 0 . SURFACE TYPE ABOVE PARAPET
DIAPH. LOA P.(PLF): 185.5
• WINDWARD. LEEWARD, orOTft. BOTH
.CON1CROSS'DLPH? _*•** . ..........................
WIND LOAD CALCULATIONS
Wi :15:0Pr(7.0h)1 4,37.7psf(1.Oft)1 + 37..7ps1(l.lft)1 =185.5p11
SEISMIC LOADS si: 52
SEISMIC COEFFICIENT '010.86 1 0.086
DIAPH. DL s: 32 :32,
DIAPft.DEPTH(FI): 57 120
DIAPH LOAD (P1.9 239 4 330.2'
SEISMIC DIAPHRAGM LOAD= SEISMIC COEFFIECIENT (DIAPH DI. DIAPH DEPTH + WALL DL WALL TRIB)
r )' .02
2 I L (No: SHEET:
: MURIGHT engin 5
.
START jI1j
ASSUMES FLEXIBLE DIAPHRAGM
LiNE L1NE
DESCRIPTION X DirectIon
• APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS . WIND SEISMIC START x (Fl) END X (Fl) LINE No LOG X (Fl) W (Las) S (tBS). LINE No LOG X (Fl) WFORCE SFORCE
S2 0. :87 A 0 958 1706
10.33 . 8069 14365
F 87 7111 12660
Ara4n,n+tnnu. 'rs Ob
... ' APP ED DISTRIBUTED LOADS
WIND SEISMIC START X(Fi) END X(FT)
" APPLIED POINT LOADS
LINE No LOG X(FT) W(LaS) S(LBS)
CALCULATED LINE LOADS
LINE NO LOC X(FT) WFORCE Sronce S WiT Si o 1.20 " 1.25 0 11129 14365
5 120 11129 14365
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. ______ ____________
DESCRIPTION:
APPLIED DISTRIBUTED LOADS
WIND SEISMIC START x (FY) END; (F))
APPLIED POINT LOADS
LINE No LOC x (F)) W (I.BS) S (..BS)
CALCULATED LINE LOADS
LINE No LOC x(F4 WFORCE SFORCE
DESCRIPTION: X
APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS I CALCULATED LINE LOADS,
WIND SEISMIC START,:x.In) END, UNEN0. LOC.,x('T) Wtss Stqs [UNENo. -
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DIAPHRAGM FORCES S
DESCRIPTION X Direction Fp I Fx I p 1.3
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TYP., DIAPH. CAP (PLF): 544
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SC AE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE
SITE CLASS: 0 RISK.CATEGORY:II SITE SPECIFIC
R: 6.5 IE: 1.00 Sos: 0.787
Ct: 0.02. Ss: 1.123 SDI .0.452
x: 0.75 Si :0.432 SEISMIC DESIGN CAT: D
Ta(sEc): 0.2 Fa: 1.051 C :0.121
TL(sEC): 8.0 Fv: 1.568 CMIN :0.035
C5 iw:O.456
DESIGN SASE SHEAR, V: 0.121 W
LEVEL. WEIGHT(k) ELEV. (Fr)
ROOF 50.4 15.0
PRIMARY SYSTEM DIAPHRAGMS
V (K) : 6.10 MIN(12.10.1.I) 0157W
k: 1 MAX: o.315W
VERT. DISTRIBUTION; Fx DIAPHRAGM; Fp
LRFD ASD 12.10.1.1 GOVERINGFp Fp1Fx
O.121Wx 0.086Wx 0.121 W 0.157W 1.30
CONNECTIONS LRFD ASO
ASCE 710 SECTION 121.3 Fp: 0.105 Wp 0.075 Wp
ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE
ASCE 7-10 CHAPTER 13
V
Ip (131.3): 1.0. ap Rp Z (FT) LRFD ASD
MAX(EQ. 133.2): 1.259 Wp 1.0 2.5 15.00 0.378 Wp 0.270 Wp
MIN(EQ 13.3-3).,0.,236 Wp. 1.0 25 13.13 Q.346 Wp 0.247 Wp
i0 2.5 11.25 0.315Wp 0.225 Wp
1.0 2.5 9.38 0.283 Wp 0.202 Wp
1.0 2.5 7,50 0.252 Wp 0.180.Wp
1.0 2.5 5.63 0.236 Wp 0.169 Wp
to 2.5 3.75 0.236 Wp 0.169Wp
1.0 2.5 1.88 0.236 Wp 0.169Wp
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DESIGN NET WIND PRESSURES (PSF)
S WAIL
ELEV. (FT) WINDWARD
0 9.1 LEEWARD WALL 5.8 . 15 9.1 WINDWARD ROOF: 0.0
20 9.7 LEEWARD ROOF: 11.3 . 25 10.1 WINDARO PARAPET: 22.6
30 10.5 LEEWARD PARAPET: 15:1
40 11.2 MIN. NET PRESSURE: 10.0 CALCULATED 50 11.7
60 12.1
EQUIVALENT
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• 90 13.3
100 13.5 . WIND LOADS wi
ELEV. RIDGE/DIAPH. ABOVE i-: 16.25 . ELEV. LOADED DIAPH.(FT): 12
ELEV LOW DIAPH. (Fl): 0
SURFACE TYPE ABOVE: PARAPET
S DIAPH. LOAD (PI.F): 278.2
WINDWARD, LEEWARD. or BOTH: BOTH
CONT. ACROSS DIAPH?: V
• WIND LOAD CALCULATIONS
Wi : 15.Opsf(6.Oft)1 + 37.7psf(3.411)1 + 37.7psf(1 .6ft)1 278.2pIf
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SEISMIC LOADS Si S2
SEISMIC COEFFICIENT: 0.086 0,086
DIAPH. DL ps: 34 34
DIAPH. DEPTH ('FT) 30 50
DIAPH. LOAD (PLF) 87.7 146.2
SEISMIC DIAPHRAGM LOAD SEISMIC COEFFIECIENT (DIAPH. DL • OIAPH. DEPTH + WALL DI. • WALL TRIB.)
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LINE... LINE... LINE... LINE...
DESCRIPTION: Side-Side
APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS
WIND SEISMIC STARTxtF1)END,xFTJ LINENo. LOC,xQ'T) W$S SL8s) LINENO. LOC. WPoRcE SFORCE Wi Si 0 50 A 0 6955 2193
B 50 6955 2193
DESCRIPTION: Front-Back
APPLIED DISTRIBUTED LOADS I APPLIED POINT LOADS CALCULATED LINE LOADS
WIND SEISMIC START x1) END, x(F1)t LINE No. LOC,xørn WI8S SII.8Sj LINENoLOC,XF1) WFORCE SFORCE Wi S2 ......................
'•i 4173 2193 I 2 30 4173 2193
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DESCRIPTION X
APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS
. I CALCULATED LINE LOADS
WIND SEISMIC START, x p END. x I LINE No. LOC, X (FT) W (LBS) S (.Ds) I LINE No. LOG. X (Fr) WroRcE SFORCE
DESCRIPTION: X
APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS
WIND SEISMIC START, X(FT) END, X (Fl) LINE No. LOC, x cn W (LOS) S (LOS) LINE No. LOC, S (FT) WFORCE SFORCE
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NOTE: LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES
DESCRIPTION: Side-Side
- --
D DPH. EPTH j - WIND LEFT
LINE LOC. X F1) LEFT (Fl) RIGHT (FT) Fx (LB) V (PLF)
A 0 0 30 0 0
B 50 30 0 6955 232
TYP. DIAPH. CAP. (PLF): 322
Fp/Fx: 1 p: 1.3
WIND RIGHT 1 SEISMIC LEFT SEISMIC RIGHT'
F (LB) V (PI.F) F (LB) V (eLF) F (L8) V (P1.5)
6955 232 J 0 0 2193 73
0 0 2193 73 0 a
1-Ifl flIAflLJ AO ..,, .-. . nn I Fr. tdlnrfl. jflr. trill. jzr DESCRIPTION: Front-Back Fp/Fx: 1 p: 1.3 DPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC, X IFi) LEFT (Fl) RIGHT (Fl) F (18) V(PLF) F (LB) V (PLF) : F (LB) V (PLF) F (LB) V (PLF) 1 0 0 50 . 0 0 . 4173 83 0 0 2193 44 2 30 50 0 4173 83 0 0 2193 44 0 0
TYP, DIAPH. CAP. (PLF) : 322 DESCRIPTION: X - . Fp/Fx: 1 p: 1,3 .
- DIAPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC,x (Fl) LEFT (Fl) RIGHT (Fl) F (LB) V (PLFI Fx (LB) V (PIF) F (LB) V (PLF) Fx (IB) V (PLF)
I I TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION: X V Fp/Fx: 1 p: 1.3
DIAPI DEPTH WIND LEFT -
- . WIND RIGHT LEFT SEC RIGHT LINE LOC.X(FI) ILEFT(FT) RIGHT(FT) F(LB) V(PLF)
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Project Name: Front Design Stud
Model: Beam/Stud —1
Code: 2007 NASPEC LAiSI S100-20071
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Date: 02/02/2017
Simpson Strong-Tie® CFS Designer1M 1.4.2.0
Reactions and Connections
Number of Connectors Required at each Reaction: 2
No. of No. of
Simpson Req'd Reqd #
Strong-Tie screws to 12-14
Support Reaction (lb) Connector stud Anchors
Ri 455.00 No Solutions -
R2 705.00 SCB45.5 2 2
Total Vertical Shear Carried by Connectors (Ib): 0
Bridging Connectors
Design Method = AISI SIOQ
Simpson Strong-Tie
Span/Cantilever Bridging Connector Stress Ratio
Span N/A -
Bending and Shear (Unstiffened): 80.8% Stressed @PI
Bending and Shear (Stiffened): N/A
Web Stiffeners Required?: No
16.00
Point Loads P1
Load(lb) 1000
X-Dist.(ft) 10.00
Section: (2) 600S200-54 Back-To-Back C Stud
Maxo = 5065.9 Ft-Lb Moment of Intértia, I = 6.64 inM
Loads have not been thodified for strength cheôks
Loads have been multiplied by 0.70 for deflection calculations
Reactions have been multiplied by 1.0 for opposite load direction for connection design
Flexural and Deflection Check
Mmax Mmaxl Mpos Bracing Ma(Brc)
Span Ft-Lb Maxo Ft-Lb - (in) Ft-Lb
Span 4050.0 0.799 4050.0 60.0 5025.4
Distortional Buckling Check
Span K-phi Lm Brac Ma-d Mmax/
lb-in/in in Ft-Lb Ma-d
Span
-
0.00 192.0 4563.8 0.887
Fy = 50.0 ksi
Va = 5645.8 lb
Mpos/ Deflection
Ma(Brc) (in) Ratio
0.806 0.537 1/357
PSON STRQNTII ('A)MPANY INC.
PROJECT:
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DESIGN CONTROLS % Design Allow. DOL
Shear (lb) 45% 1200 2650 Rool(125%)
Positive Moment (ft-lb) 75% 6000 7988 Roof( 125°h)
DEFLECTIONS (in) !/o Design Allow. Design Allow.
Span Live 49% 0.330 0.667 I /728 LI 360
Span Total 74% 0.742 1.000 1/ 324 1/ 240
SUPPORTS Support 1 Support 2
Live Reaction, Critical (lb) (DOL°Io) 533 (125) 533 (125)
Dead Reaction (lb) 667 667
Total Reaction (lb) (OOL%) 1200 (125) 1200 (125)
Bearing Flush Flush
Support Wall Wall
Reqd Bearing, No Stiffeners (in) 1.75 1.75
Req'd Bearing, Stiffeners (in) - -
Too Face
Combination Pattern
1.OD+1.0Lr All Spans
1.OD+1.0Lr All Spans
Combination Pattern
1.OD+1.0Lr All Spans
1.OD+1.0Lr All Spans
Member Header
Pass/Fail
PASS
PASS
Pass/Fail
PASS
PASS
Size
7 Project: Project RICHTT
f \( SPEC Location: LEGOLAND 3D18 en g i n e e r
Folder: Folder
Date: 2/2/17 1:32 PM
RedSpec'M by RedBuiltTM Designer: DA
v7.1.4 Comment:
16" Red-I45TM © 32" o.c.
This product meets or exceeds the set design controls for the application and loads listed
I1MJCIt Left None Selected
Right None Selected
SPANS AND LOADS
Dimensions represent horizontal design spans. Member Slope: 0/12
20'- 0.0"
APPLICATION LOADS
Type Units DOL Live Dead Partition Tributary Member Type
Uniform psf Roof(125%) 20 20 0 32' Roof Joist
ADDITIONAL LOADS
Type Units 001. Live Dead Location from left Application Comment
Uniform psf Roof(125%) 20 25 0'-0.0 to 20-0.0' Replaces
NOTES
Building code and design methodology: 2012 IBC ASD (US).
Continuous lateral support required at top edge, Lateral support at bottom edge shall be per RedBullt recommendations.
c:wsers\dan\oocuments\Redspec\Projectl. red
2/2/2017 1:32:42 PM - Project : Folder: Type - - Page 1 of 1 -
The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed
In accordance with local building code requirements and RedBuiit' recommendations. The loads, spans, and spacing have been provided by others and must
be apuvcU f tic .lfle application by the desln professional for the pr4jelt I I,Ipqq nhP wlcenoWckthis_outout has not ben reviewed by a RedBullt"
associtte. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
RedBu(RcJLffSpeC", Red-I'", Red-145", Red-1451--, Red-15811, Red-1651", Red-165T'", Red-1901", 90H'", Red-190HS", Fl - Red-IT"', d-
W'", R'", Red-M'", ReQ-ti", IeoLam'', i-ioorCriolce- tiddel,ork yr ndo;lt LW, De;se io-u.A. Copyright 2010 201t ' L rghts
reserved.
S
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Project: Gravity
5 Location: GJ1
Multi-Loaded Multi-Span Beam
[2015 International Building Code(2012 NDS)
•
S
3.5 IN x 11.25 IN x 20.0 FT
#2 - Douglas-Fir-Larch - Dry Use
Section Adequate By: 37.6%
Controlling Factor: Moment
Ilk T it Ain
Wilk
Wright Engineers n g TiIT 7425 Peak Dr Of
Las Vegas, NV 89128-9011
StruCalc Version 9.0.2.5 2/2/2017 11:30:01 AM
• DEFJ..ECTIONSCente LOADING DIAGRAM
5 Live Load 0.22 lNlJ1108
Dead Load 0.26 in
S Total Load 0.48 IN L/500
Live Load Deflection Criteria: tJ360 Total Load Deflection Criteria: U240
• REACTIONS A 11
Live Load 400 lb 400 lb
• Dead Load 485 lb 485 lb
S Total Load 885 lb 885 lb
Bearing Length 0.40 in 0.40 in
___________ BEAM DATA Center
Span Length 20 ft ASE
.___. --.. •.-.. -20ft- Unbraced Length-Top 0 ft
5
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Notch Depth 000 UNIFORM LOADS QntI
5
- MATERIAL PROPERTIES
#2 - Douglas-Fir-Larch-.
Uniform Live Load 40 plf
Uniform Dead, Load 40 p11
Base Values Adlusted Beam Self Weight 9 p11
• Bending Stress: Fb = 900 psi Fb = 990 psi Total Uniform Load 89 p11
Cd1.00 CF=1. 10
5 Shear Stress: Fv = 180 psi Fv' = 180 psi
Cd1.CO S Modulus of Elasticity: E = 1600 ksl E'= 1600 ksl
Comp. -- to Grain: Ec - = 625 psi Fc - = 625 psi
S Controlling Moment: 4427 ft-lb
10.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -885 lb
5 At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2 • Comparisons with required sections: Bjg Provided
Section Modulus: 53.66 1n3 73.83 1n3
Area (Shear): 7.38 In2 39.38 1n2
Moment of Inertia (deflection): 199.17 1n4 415.28 in4
Moment: 4427 ft-lb 6091 ft-lb
Shear: . -885 lb 4725 lb
;:;: Gravity
n: GJ2 Wright Engineers e n g Ter s
ultPan Beam 7425 Peak Or of e r S
12015 International Building Code(2012 NDS)1 !•--.Las Vegas, NV 89128-9011
Si
00#2 - Douglas-Fir-Larch - Dry Use . StruCaic Version 9.0.2.5 2/2/2017 1:36:47 PM
Section Adequate By: 10.4%
Controlling Factor: Moment
5 DEELECTIONS Qanli LOADING DIAGRAM
Live Load 0.12 INlJ985
5 Dead Load 0.13 In
Total Load 0.25 IN 1J484 S Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240
REACTIONS A
Live Load 1000 lb 1000 lb
Dead Load 1035 lb 1035 lb
Total Load , 2035 lb 2035 lb 5 Bearing Length 0.93 in 0.93 in
BEAM DATA Qn1ar
Span Length 10 ft
(Jnbraced length-Top 0 ft - ...........................loft •- ..............
Unbraced Length-Bottom 10 ft 5 Live Load Duration Factor 1.25
- Notch flanth 000
• . UNIFORM LOADS gt
5
MATERIAL PROPERTIES Uniform Live Load 200 plf
#2 - Douglas-Fir-Larch Uniform Dead Load 200 plf
• Bending Stress:
Base
Fb =
Values
900 psi
Adjusted
Fb = 1350 psi Beam Self Weight
Total Uniform Load
7 plf
407 pif
Cd= 1.25 CF= I.20
Shear Stress: Fv = 180 psi Fv = 225 psi
5 Modulus of Elasticity:
Cd= 1.25
E = 1600 ksi E = 1600 ksi
Camp. -L to Grain: Fc - -- = 625 psi Fc - = 625 psi'
S Controlling Moment: 5088 ft-lb
5.0 Ft from left support of span 2 (Center Span)
5 Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2035 lb
5 At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Provided
Section Modulus: 45.22 in3 49.91 1n3
Area (Shear): 13.57 in2 32.38 in2
Moment of Inertia (deflection): 114,46 in4 230.84 in4
Moment: 5086 ft-lb 5615 ft-lb
Shear: 2035 lb 4856 lb
RIGHT
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Project: Gravity S Location: WB1
Multi-Loaded Multi-Span Beam . [2015 International Building Code(2012 NOS)]
5.125 IN x 12.0 IN x 15.0 FT
5 24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 134.3%
5 Controlling Factor: Deflection . DEFLECTIONS QnIi
Live Load 0.15 INU1166
5 Dead Load 0.17 in
Total Load 0.32 IN L/562
Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: U240 .REACTIONS ,
Live Load . 1350 lb 1350 lb .Dead Load 1450 lb 1450 lb
Total Load 2800 lb 2800 lb
Bearing Length 0,84 in 0.84 in
Span Length 15 ft
Unbraced Length-Top 0 It
Unbraced Length-Bottom 15 ft
Live Load Duration Factor 1.25
Camber Adj. Factor . 1.5
Camber Required .0.25
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Valué Adjusted
Bending Stress: Fb = 2400 psi Controlled by:
Fb_cmpr = 1850 psi Fb 3000 psi
Cd= 1.25
Shear Stress: Fv = 265 psi Fv = 331 psi
Cd=1.25
Modulus of Elasticity: E = 1800 ksi E = 1800 ksi
Comp. to Grain: Fc - = 650 psi Fc = 650 psi
Controlling Moment: 10500 ft-lb
7.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -2800 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Bn
Section Modulus: ' 42 in3 123 in3
Area (Shear): . 12.68 in2 61.5 in2
Moment of Inertia (deflection): 314.95 1n4 738 in4
Moment: 10500 ft-lb 30750 ft-lb
Shear: -2800 lb 13581 lb
rjj 4DanA T
RlG 7425 Peak Dr of Las Vegas, NV 89128-9011
StruCaic Version 9.0.2.5 2/9/2011 11:20:42 AM
UNIFORM LOADS C111ttr
Uniform Live Load 180 plf
Uniform Dead Load 180 pit
Beam Self Weight 13 p11
Total Uniform Load 373 p11
,No. - =SHEETS16
5 Shear Stress: Fv= 180 psi Fv = 225 psi
Cd1.25
5 Modulus of Elasticity: E = 1600 ksi E 1600 ksi . Comp. -L to Grain: Fc - - = 625 psi Fc - - = 625 psi
Controlling Moment: 2785 ft-lb
5 8.0 Ft from left support of span 2 (Center Span)
S
S
Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 698 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: BM Provided
5 Section Modulus: 24.75 inS 49.91 in3
Area (Shear): 4.64 i02 32.38 1n2
Moment of Inertia (deflection): . 100.23 in4 230.84 in4
Moment: 2785 ft-lb 5615 ft-lb
5 Shear: . 696 lb 4856 lb
NOTES
a
S
S
S
S
S
S
S .
S
PROJECT:
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Wright Engineers n g rj c7425 Peak Dr
Las Vegas NV 89128 9011
StruCalo Version 9.0.2.5 2/9/2017 11:10:29 Am
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.16 1NU1202
Dead Load 0.19 in
Total Load 0.35 IN 1/553
Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: 1/240
REACTIONS
Live Load 320 lb 320 lb
Dead Load 376 lb 376 lb
Total Load 696 lb 696 lb
Bearing Length 0.32 in 0.32 In
BEAM DATA Cente
Span Length 16 it
Unbraced Length-Top 0 ft $ft ....... -- ...........-I Unbraced Length-Bottom 16 it
Live Load Duration Factor 1.25
Notch Depth 0.00
MATERIAL PROPERTIES UNIFORM LOADS
. Uniform Live Load 40
Qnti
plf #2 - Douglas-Fir-Larch Uniform Dead Load 40 pit Base Values Adjusted Beam Self Weight 7 pit Bending Stress: Fb = 900 psi Fb = 1350 psi
9c ,_'=l )fl Total Uniform Load 87 plf
Project: Gravity . Location: CJ1
Multi-Loaded Multi-Span Beam
5 [2015 International Building Code(2012 NDS)J
3.5 IN x 9.25 IN x.16.0 FT
5 #2 - Douglas-Fir-Larch Dry Use
Section Adequate By: 101 .6%
5 Controlling Factor: Moment
S
S
.5
S
Project: Gravity
Location: WP
Multi-Loaded Multi-Span Beam
f2015 International Building Code(2012 NDS)J
5.5 IN x 7.5 IN x 16.0 FT
#1 - Doulas-Fir-Larch - Dry Use
Section Adequate By: 23.5%
Controlling Factor: Moment
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- Wright Engineers e g i
4/Tof 7425 PeakDr Las Vegas, NV 89128-9011
StruCalc Version 9.0.2.5 2/9/2017 2:49:01 PM
DEFLECTIONS Qfl1L LOADING DIAGRAM
Live Load 0.53 IN U360
Dead Load 0.04 in
Total Load 0.58 IN L/333
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
REACTIONS
Live Load 457 lb 761 lb
Dead Load 72 lb 72 lb
Total Load 529 lb 833 lb . . .
Bearing Length 0.15 in 0.24 in
BEAM DATA Cente
Span Length 16 it
f .....................- Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16 ft - Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS Co
Live Load 0 r MATERIAL PROPERTIES
#1 - Douglas-Fir-Larch
.
.Uniform
Base Values Adlusted Uniform Dead Load 0 plf
Bending Stress: Fb = 1200 psi Fb = 1380 psi Beam Self Weight 9 plf
Total Uniform Load 9 p11
POINT LOADS - CENTER SPAN Shear Stress: Fv= 170 psi Fv= . 196 psi
Cd=1.15 Load Number Qae
Modulus of Elasticity: E = 1600 ksi = 1600 ksi Live Load 1218 lb
Comp. to Grain: Fc - = 625 psi Fc = 625 psi Dead Load 0 lb
Location loft
'..UUIFUIIIII9 Ivivulufli; ItII)
9.92 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: . -833 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: RecVd Provided
Section Modulus: 41.74 in3 51.56 1n3
Area (Shear): 6.39 in2 41.25 1n2
Moment of Inertia (deflection): . 129.03 in4 193.36 in4
Moment: 4801 ft-lb 5930 ft-lb
Shear: .833 lb 5376 lb
L: I =SHEET..
Fp(EQ. 13.3-I)
ap Rp Z(FT) LRFD ASD
1.0 . 2.5 13.00 0.378 Wp 0.270 Wp
1.0 2.5 1138 01346 Wp 0.247 Wp
1.0 2.5 9.75. 0,315 Wp 0.225 Wp
1.0 2.5 8.13 0.283 Wp 0.202 Wp
1.0 2.5 6.50 0.252 Wp 0.180 Wp
1,0 2.5 4.88 0.236 Wp 0.169Wp
1.0 2.5 3.25 0.236 Wp 0.169Wp
1.0 2.5 1.63 0.236 Wp 0.169Wp
ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE
ASCE 7-10 CHAPTER 13
Ip(I3.1.3): 1.0
MAX (EO: 13.3-2): 1.259 Wp
MIN(EO. 13.3-3): 0.236 Wp,
RIGHT
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DESIGN SEISMIC LOADS
ASCE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE
SITE CLASS: 0 RISK CATEGORY : I) SITE SPECIFIC
R: 6.5 IE:1.00 Sos: 0.787
Ct: 0.02 Ss: 1.123 SDI : 0.452
x: 0.75 SI : 0.432 SEISMIC DESIGN CAT: 0
.Ta (SEC): 0.1 Fa: 1.051 C : 0.121
TL (SEC): 8.0 Fv: 1.568 CMIN: 0.035
CIMx:0,507
DESIGN BASE SHEAR, v: 0.121W
-. PRIMARY SYSTEM i DIAPHRAGMS
V(K) : 1.74 MIN(12.IO.1.I):0.157W
k: 1 MAx: 0.315W
VERT. DISTRIBUTION, Fx DIAPHRAGM, Fp
LEVEL WEIGHT(K) ELEV.(FT) I LRFD ASD 12.10.1.1 GOVERINGFp FplFx
ROOF 14.4 13.0 0.121 Wx
-
0.086Wx 0.121 W 0.157W 1.30
CONNECTIONS LRFD ASD ASCE 7-10 SECTION 12.1.3 Fp: 0.105 Wp 0.075 Wp
sopySeisa-ic4sS&smcIBC Copyright WRIGHT ENGINEERS
PROJECT: No: SHEET,
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PROJECT: 'Lr tAI1D JD 19 [N.: 16 R LSHEET: S
20
Project: Gravity
Location: WP
Multi-Loaded Multi-Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 4 x 4 x 1/2 x 16.0 FT / ASTM A500-GR.B-46
Section Adequate By: 11.4%
Controlling Factor: Deflection
1ODanA 9T
7425 Peak Dr of Las Vegas, NV 89128-9011
StruCalc Version 9.0.2.5 219/2017 2:29:14 PM
DEFLECTIONS Cente . LOADING DIAGRAM
Live Load 0.48 IN L1401
Dead Load 0.09 in
Total Load 0.57 IN 1J336
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LJ240
REACTIONS
Live Load 457 lb 761 lb
Dead Load 176 lb 176 lb
Total Load 633 lb 937 lb
Bearing Length 0.93 in 0.93 In
REAM DATA
..... . .... ... - ., .., Span Length 16 ft
lsft Unbraced Length-Top 0 ft
Unbraced Length-Bottom. 16 it
STEEL PROPERTIES
HSS 4 x 4 x 1/2 - A500-GR.B-46 UNIFORM LOADS Qni .
Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Steel Yield Strength: Fy = 46 ksi Beam Self Weight 22 pit Modulus of Elasticity: E = 29000 ksi Total Uniform Load 22 pIt
Tube Steel Section (X Axis): dx = 4 In
Tube Steel Section (V Axis): dy = 4 in POINT LOADS - CENTER SPAN
Tube Steel Wall Thickness: t = 0.465 in Load Number One
Area: A = 6.02 in2 Live Load 1216 lb
Moment of Inertia (X Axis): lx = 11.9 in4 Dead Load 0 lb
Section Modulus (XAxis): Sx= 5.97 in3 Location 10 ft
rin V,LIJII IVIJUUILJZP tA ?iAI). L.A - 1.! III.
Plastic Section Modulus (Y Axis): Zy = 0.22 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio: FBR = 5.6
Allowable Flange Buckling Ratio: AFBR = 28.12
Allowable Flange Buckling Ratio non-compact: AFBR_NC = 35.15
Web Buckling Ratio: WBR = . 5.6
Allowable Web Buckling Ratio for Eqn. fl-5: AWBR = 60.76
Nominal Flexural Strength WI Safety Factor: Mn = 17675 ft-lb
Controlling Equation: F7-1
Controlling Moment: 5195 ft-lb
9.92 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -937 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections: !g( Provided
Moment of Inertia (deflection): 10.68 in4 11.9 in4
Moment: . . 5195 ft-lb 17675 ft-lb
Shear: -937 lb 44577 lb
PROJECT:
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Non-Constrained Caisson Lateral Bearing Calculation
(DESIGN EQUATIONS PER IBC SECTION 18057.2.1)
LOCATION: Canopy Design
P(K): 2.560
h(FT): .13.00
qlal(PSFIFT): 150
TOLERATE 1/2 MOVEMENT? vit: Y
DIAMETER (FT): 2.0
Si (psF,FT): 883
A: 3.39
MIN. EMBEDMENT (Fl): '8.83
ftopyC44SONYXA7BO228J(/sNON-COM$TPAJNEO Copyright WRIGHT ENGINEERS
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BEAM ON ELASTIC FOUNDATION
DESCRIPTION: Grldline 1 & 5
FOOTING INFORMATION: -A max lit) V max 1k) M+ max (k-ft) M- max (k-ft) fc (PSI): 3000 I (FT): 0.422 0.003 0.784 2.356 -0.534 q (Psri: 2660 E (KSF): 449570.6752 1.267 2.588 0.733
L (Fl): 75 K. (KSFIFT): 79.8 SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED
FS: 2.5 K3' (KSF: 119.7
B(FT): 1.5 ?: 0.112 . MOMENT (k-ft)
DIrt'): 1.5 3
B.O.F. (FT) 3 2.5
LOAD (K) LOCATION (ft) 2 -109 1
1.09 35 1.5
1
1-/A
. 0.5
______
I_____________________________
20 40 80 .0.5
-1 length (ft) PlO:
SHEAR (k)
x(ft) y(ft) V(k) M(k-ft)
0 -0.00084 0.00 0.00
3.75 -0.00154 0.41 1.64
7.5 -0.00211 0.02 2.37
11.25 -0.00250 -0.17 2,03
15 .0.00274 -0.22 1.27
18.75 -0.00288 -0.18 0.51
22.5 .0.00298 .0.09 -0.01
26.25 -0.00309 0.05 -0.10
30 -0.00319 0.23 0.41
33.75 -0.00326 0.46 1.70
37.5 -0.00322 -0.39 1.15
41.25 -0.00309 -0.20 0.06
45 -0.00295 -0.07 -0.42
48.75 -0.00284 0.00 -0.53
52.5 -0.00276 0.03 -0.46
56.25 -0.00273 0.04 -0.32
60 -0.00271 0.03 -0.19
63.75 -0.00271 0.02 -0.09
67.5 - -0.00271 0.01 -0.03
71.25 -0.00270 0.00 -0.01
75 -0.00268 0.00 0.00
0.8
0.6
0.4
0.2
0
-0.2
-0.4
-0.6
-0.8
D
Length (ft)
DEFLECTION (it)
0
Length (fi)
0
-0.0005
-0.001
-0.0015
-0.002
-0.0025
-0.003
-0.0035
RIGHT
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00 00 00
00 00 00
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00 00 00 0
00000 000
00 00 0 0000000000 0 00000
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00000 0 00 00 00 00 00 (TM)
STRUCTUREPOINT - spColumn v. 1U (TM)
Licensed to: Wright Engineers. License ID:
untitled. col
•
- 0000 o o
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00 00 00 00
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Page 1
65737-1053586-4-2252E-25756 01/30/17
09:54 AM
spColumn v5.10 (TM)
S Computer program for the Strength Design of Reinforced Concrete Sections
Copyright © 1988-2016, STRUCTUREPOINT, LLC.
S ------------------------------------11 rights reserved --------
S
S . Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either
the accuracy or adequacy of the material supplied as input for processing by the spColumn computer . program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the
correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to . produce spColumn error free the program is not and cannot be certified infallible. The final and only.
responsibility for analysis, design and engineering documents is the licensee's. Accordingly,
STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design 5 or engineering documents prepared in connection with the use of the spColumn program.
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F5
S STRUCTUREPOINT - spColumn v5.10 (TM)
Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756
5
S General Information:
File Name: untitled.col
5 Project: -
Column: Engineer:
5 Code: ACI 318-14 Units: English . Run Option: Investigation Slenderness: Not considered
Run Axis: X-axis Column Type: Architectural
Material Properties:
Concrete: Standard Steel: Standard
= 3 ksi .f'c fy = 60 ksi
Ec = 3122.02 ksi Es , = 29000 ksi
= 2.55 ksi .fc Eps_yt = 0.00206897 in/in
Eps_u = 0.003 in/in
Betal = 0.85
Rectangular: Width = 24 in Depth = 24 in
Gross Section area, Ag = 576 in2
5 Ix = 27648 in4 ly = 27648 in4
rx = 6.9282 in ry = 6.9282 in
Xo= 01n Yo= 0 i
5 Reinforcement:
5 Bar Set: ASTM A615
Size Diam (in) Area (in2) Size Diam (in) Area (in'2) Size Diam
#--3 0.38 0.11 0-4
-----
- 0.50 0.20 # S
• * 6 0.75 0.44 8 1 0.88 0.60 8 8
8 9 1.13 1.00 8 10 1.27 1.27 8 11
8 14 1.69 2.25 8 18 2.26 4.00 . Confinement: Tied; #3 ties with #10 bars, #4 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) =0.65
S Layout: Rectangular . Pattern: All Sides Equal (Cover to
Total steel area: As = 3.52 in2 at
transverse reinforcement)
rho = 0.61% (Note: rho < 1.0%)
Minimum clear spacing = 7.50 in
'age
01/30/17
09:54 AM
(in) Area (in2)
0.63 0.31
1.00 0.79
1.41 1.56
. 8*6 Cover 3in
Factored Loads and Moments with Corresponding Capacities;
Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi
No. kip k-ft k-ft in in
1 89.70 20.60 209.54 10.172 6.00 20.25 0.00713 0.900 w
5 *** End of output
S
S
S
S
S
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S
S
5-,
F6
0 0 0
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0 0 0
S
fs=C
24x24in
S Code: ACI 318-14
Units: English S
Run axis: About X-axis
Run option: Investigation
Slenderness: Not considered
Column type: Architectural
Bars: ASTMA615 -5
S Date: 01/30/17
Time: 09:54:47
IN
).5fy
P (kip)
I OA(
• STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756
File: untitled.col
Project:
Column: Engineer: * fc = 3 ksi fy = 60 ksi Ag = 576 inA2 8 #6 bars
Ec = 3122 ksi Es = 29000 ksi As = 3.52 inA2 rho = 0.61% * fc = 2,55 ksi e,,,,yt = 0:00206897 in/in Xo = 0.00 in Ix = 27648 mM
e_u = 0.003 in/in Yo = 0.00 in ly = 27648 inA4
Beta 1 = 0.85 Min clear spacing = 7.50 in Clear cover = 3.38 in
Confinement: Tied .
• phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 F7
RIGHT
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PROJECT: LEGOL.M40 - UDIt F8
LNO\4 I.HEET.. 1
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engjn e e r
CONCRETE BEAM DESIGN
DESCRIPTION: Concrete Beam above tank
BEAM ft (psi): 3000
PROPERTIES: Fy (ksi): 60
Fyv (ksi): 40
h(in): 18
b top (in): 12 - shear b (in): 12 131: 0.85
b bot (in): 12 top rebar(#): 5 pmin: 0.0033 (or4l3pcalculated)
cvr. top (in): 1 bot rebar (#): 5 pmax: 0.0160
cvr. bot (in): 1 stirrup (#): 3 d top (In): 16.3125
No. of lines of stirrups: 2 d bot (in): 16.3125
FLEXURE: Mu (+) (kip-ft) pbot As bot (inA2) bat. reinforcing .
57.0 0.00417 0.82 3 # 5
0.0 0.00000 . 0.0 0.00000
0.0 0.00000
• 0.0 0.00000
0.0 0.00000
SHEAR: •: 0.75
4Vc (kips): 16.08
max stirrup spacing (in): 8 4 if 0 V.5> 32.2
•
. 4iVs max (kips): 64 . Vu (+) (kip) •Vs reqd: . shear stirrups
11.2 minimum # 3 at 8
• 0.0 none reqd . 0.0 none reqd
0.0 none reqd
0.0 none reqd
0.0 none req'd
w
DESIGN beam: Concrete Beam above tank
SUMMARY: . depth: 18 inches
S width 12 inches
top reinforcing: (2) #4 CONT.
bottom reinforcing: (6) #10 AT MIOSPAN
(2) #10 AT ENDS
S shear reinforcing: #3 AT 15 O.C. AT ENDS
#3 AT 40 O.C. AT MIDSPAN
Mu (-) (kip-ft) plop As top (in A2) top reinforcing
57.0 0.00417 0.82 3 # 5
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
(EXISTING REINFORCING)
- Coyrigh1WRIGHT ENGINEERS
ROJECI:
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[PROJECT LEGOLAtO - Mig 1[No IE Fbi
10 FT. RETAINING
LEVEL BACKFILL; LEVEL TOE M RIGHT
e r)gIn er Is
SOIL EQUIV. FLLHD(PCF): 35
SEISMIC SOIL MORIE. RESULTANT FORCE (PUP): 8.0 )4'2
LOCATION Of RESULTANT FROM BOTTOM IFT): 0.67 H
qs ALLOWABLE REARING (PAY): 2000
CISPASSNE (Fcc): 300
)I SLIDING FRICTION 0.35
SOB. WT.(Pcf(: 120
'(A: 0.3
RACIEFILLALOFE I HORIZ:l VERTI I 0
FIAT SlOT. BEFORE RACIwB.L ELOPE (H9 0
TOE SOB. SLOPE I - HOR)21 VERT): 0
FLAT 01ST BEFORE TOE SLOPE (IN) 0
tc)PSI): 4500
Fm 1500
0:21.48
ølwst.L: 0,825
SPECIAL INsPEC1IDNTfYlNJ: N '(0: 0.05
BASIC WIND SPEED (MPP): 110 1w: 0.87
EXPOSURE IA.B.C.DI: C Ks: 0.85
GOVER}4S... WINO PRESSURE )PSP): 23.14 ((At: 1.00
Cl: 1.40
FLOOD DEPTH )Ir1J: 0 0: 0.85
UNIFORM SURCHARGE PSF): 0 qz: 19.45
INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N
AXIAL LOAD ONWALL (LoS): 0 R: 3
AXIAL LOAD OIS1. OFF WALL FACE IN) 0 Ss: 1.123
APPLIED HORIZONTAL FORCE (L85): 0 SI :0.432
01ST. FROM TOP Of FOOTING TO MORAL FORCE )FT) 0.00 SITE CLASS 0
LINE LOAD suRCNAROeIPLF): 0 SOC.: 0
(lORIS. 01ST. TO LINE LOAD FROM BACK FACE (Fl): 0.00 V 0.275W
FLOOD FLUID WEIGHT (PCF): 80 =IPSPI: 0.00
PASSIVEDEPTH TOIGNOREIEII, 0 IGNORE 0.275W
is a
SMALLER LARGER
1)109:60 lEss: 60
MB2 0.0034 pSMI: 0.003354
(OR 4/3 p CALCD) tOE 4/3 p CALC09
pMAR: 0,0233 pHAx: 0,023345
pIDEAL: 0.0117 pIDEAL 0.011673
(REI I5A7ABCF74TI
1:1,0
TIAEXB 110.1.11 Fa: 1,10
Soo : 0.82
(ULTIIWII AVE FEIISIWUI. WY (POP) 0
P555145 to. 101.2)
1035(11550,1541.0)
CLR
--
. C. 0030WIMIAI.t
MT (Fr) ((m If (IN) I.IERT.REBAR AS(IN'sict) p fl9 Ic j 211k
RETAINING WALL 10.00
TOTAL SOIL MT. 10.00 BOB. FACE VERTREBHR COVER IIN): 2
CADET: SOIL'WIND
WALL (15(01ST . (rho) v As RESO
LOCATION (FE) Vu (K) Mu(s.fl') (WALL(IN) d(IN) (phi)VCQU REDO (I102JFfl
Z TOP 10.0 0.0 0.0 12,00 9.69 11.7 041 0,0008 Ox 0.09 Ln .750H 7.5 0.2 0.1 12.00 9.69 11.7 Ox 0.0006 ON 0.09
.6001H 5.0 0.7 1.2 12,00 9.89 11.7 Ox 0,0006 Ox 0.09
.2508 2.5 1.8 3.9 12,00 9,69 11.7 01) 0.0011 ox 0.12
BASE 0 2.8 9.3 12.00 9.69 11.7 011 0.0026 05 0.30 WALL BASE KEY IMIN FOR EHEAR (IN) 53
CASE 2: SOIL • ESISREC
WALL HEIGHT (rho) V As REQO
LOCATION (FE) Vu (K) Mu(K.FT) E WALL ((N) 0(114) (phi)Vc(K) RXQ'O (BASSO)
Top 10,0 0.0 0.0 12.00 9.69 11.7 OK 0.0000 cx 0.09
0.75 7.5 0.2 0.2 12.00 9.69 11.7 01) 0.0006 ox 0.09
0.5 5.0 0.9 1.8 12.00 9.69 11.7 Os 0.0006 Os 0.09
0.25 2.5 2.0 6.2 12.00 9.69 11.7 Ox 0.0017 01) 0.20
BASE! 0 3.6 14.7 12.00 9.69 Ii.? 011 0.0034 as , 0.39
WALL BASE KEY .ME FOR SHEAR (09: 8.0
SOIL FACE RERAN FRONT FACE RERAN
VERY. RESAIN HORIA. REBAR VERY. KERN) HORIZ. RERAN
(51<10 C.) II?)IO.C.) (IN)O.C.) (TWO.C,)
#5@I8 #5@1R 85©18 #5©18
#5©18 #518 #5©I8 #5©18
#5)18 #510 #5@18 050I8
6518 #5©I8 #5)I0 #5118
509 #5@I8 L$5©I8 #5©18
5 FOOTING
WIDTH (FT): 9.00 ((Fl): 18.0 105(09:98.00 KEY DEPTH IRI): 0 B.O.F. EMBEDMENT (59: 18.00 121010115603 5115410R001 (IN): 12.3 SOIL ABOVE TOE ON: 0 SET WIDTh(IN): 0 KEY DINT. FROM TOE )H) 0.00
AS a Mu 4Mn Vu +Vc
(SST2dFT) (El) (K.FTST( )ISPTBT) (1<(s1) (((JET) MEl, REINFORCING TOE 0,41 0,53 14.69 26.64 Os , 0.00 17.7 ON #6@ 9"O.C. TRANE.ROT
HEEL 0.00 0.00 0.01 2.04 ox 0.00 19.3 ox #0 0" O.C. R011S REED
KEY 0.00 0.00 0.00 1 0.00 CII 0.00 0.0 o,( #0 @ oo.c. N0NEREO0
in SOS. + WIND SOS. * SEISMIC 50)1.
ICCLIIIRISTYST) 0.81 0.81 3.13 CIO Cl) TOP RECOlOR
WT0TAL(1<JFT): 353 353 353 >. (3) FIDKUIlCTDS
MOT)K.FTIO'T): 8.87 8.07 17.02 ... 'N . (3) 001101 RECTOR
MR(K.FTIFO: 21.88 21.66 21,86 0 o LOAD CIISIALL F.S.OT: 2.46 ox 2.46 ox 1.28 ox -.. " 0) /.IOAI LOAD CIUI,041 MCXCV
FsLIoE(LRJET): 2314 2314 3372 (1<) :FPSIDI iD.TA1. (ONCE FliLRiFT): 1234 - 1234 1641 Fppe.Ft1: 338 338 449 1 1:)) ECQ.Z FIOI0AIE PROM OP CV WALL
F.S. SUOING 0.68 NO 0.68 NO 6.62 -, . (p) cOOODEF.i
qltix(PsF(: 379 OK 379 ON: 1487 01< II) ) P.O(7)UA1RLt.E
qMIN(psF): 0 0 0 [' I Ci) FLAT OAT. RWCFIN RACIO LL RI.CPR
(ii) )ET.CS
Toik WaIOofr.x 1101101) 11001 COWIiITIIWRIGHT ENGINEERS
PROJECT
1 =SH
7.F 04.25
ORIGHT 10 FT. RETAINING
LEVEL BACKFILL; LEVEL TOE e n g I ñ e e r s
sOIEOUIV.FUED(PcPI: 62.4 SPECIAL INSPECTION?IY/N): N Ka: 0.85 . SEISMIC, $011. NOBlE, RESULTANT FORCE (PIP) 8.0 (("2 BASIC WINO SPEED (MPH) 110 1w: 0.87
LOCATION OP RESULTANT FROM 8OTEOM (PT): 0.67 H . EXPOSURE (A.B.C.Dl: C Kz: 0.85 SMALLER LARGER . qs ALLOWABLE BEARING (PSF): 2000 GOVERNS-" WiNO PRESSURE (p51): 23.14 Kol: 1.00 (RIO): 60 (giN): 60 9SPASSP.'E (POP): 300 Ct: 1.40 P1.EN 0.0034 pMN: 0003354 . p SuDING,FRIGNON: 0.35 FLOOD DEPTH (1N): 0 G: 0.85 (OR 413pCAjC1)) (OR 43pCAI.COI SO8.WT. (PeP): 120 UNIFORM SURCHARGE (P59 0 qz: 16.45 pMAX: 0.0233 PMA*: 0.0233.45 . (<A: 0.3 INCLUDEUNIFORM SURCHARGE T0 RESIST SUOING: N pIDEA).: 0.0117 p10KM.: 0.011673 BACKFIll. SLOPE) NORIZ:I VEN11 0 ANAL LOIN) ON WAIL (1.85): 0 R: 3 (FABlE 154-2 ABCEIIN( . FIAT OIST. BEFORE BACKFEL SLOPE (IN(: 0 AXIAL LOAD OIST. OFF WALL FACE )(N(: 0 Ss: 1123
TOESOIL SLOPE [_HORIZ:IVERT]: 0 . . APPLIED HORIZONTAIFORCE (Ie5(: 0 Si 0.432 I: 1.0 . FIAT GIST. BEFORE TOE SLOPE (M: 0 01ST. FROM TOP OF FOOTING TO HORS. FORCE (PT): 0.00 SITE CLASS : 0 (FABlE 1511.2.21 Fa: 1.10 fc(P$R: 4500 . LINE LOAD SURCHARGE (PIF(: 0 S.O.C. D So5: 0.82
tni (psI): 1500 140(1(5 iNST. TO LINE 10)0 FROM BACK FACE (Fl) 0.00 v: 0.275 W ss.'si AV0 ffLWAWAtLWTWW)z 0
0: 21.48 FLOOD FLUID WEIGHT(PCF): 0 psp,: 0.00
PI WALL: 0.825 . PASSIVE DEPTH TO IGNORE (144): 0 C.i 0275W (ASCEIATBQ 2522
• . C. 0935W(MIN.)
fl1(PT) t(IN( d(Ill( VERI.REBAR AB)IN"SIFT) p 5P k j 211k CLR
• RETAJNNAGWAIL 10.00
TOTAL SOI1.HT. 10.00 SOIL FACE VERTREBAR COVER ()N): 3
CASE I SOT. • WIND
W SOIL FACE REBAR FRONTFACEREBM . vj MIGHT (410) v AS REDO VERT. REBAN HORPZ. REBAR VENT. REBAR MOBIL REBAR LOCATION (PT) VU (K) Mu(K.FT( (ws&t(N( dp?l( (ptli)Vc(K) REDO (IN2llT) (NIO.C.( (IF(IO.C.( (141/0.0.) Z
LIT
TOP 10.0 0.0 0.0 1500
.750H 7.5 0.3 03 15.00
11.63 14.0 Ox 0.0008 ox 0,14 #6 @18 #5 © 18 #5 @18 #8 ©18
Ld 11.83 14.0 ox 0.0008 ox 0.14 #6 @18 #5 @18 #5 @18 05018 .500H . 5.0 1.2 2.1 15.00 11.63 14.0 ox 0.0008 ox 014 06018 #5 ©18 05@18 #5018 .250H 2.5 2.8 7.0 15.00 11.63 14.0 ox 0.0013 OK 0.19 #8 @18 #5 @18 05 @18 #5 @18 BASE 0 5.0 18.6 15.00 11.63 14.0 ox 0.0032 OR 0.44 as @11 05018 #5 @18 03018 . '5 WM.I BASE Y (NIB FOR BA SHEAR (N): 7.1
CASE F 50(1. •SEISMIC
WAIL HEIGHT (rho) v As RE0D .2 LOCATION (F'T( Vu (K) Mu(K.I:r) I WALL (IN d(IN) (ph()Vc(K) REOD (IW2.cT(
iop 10.0 0.0 0.0 15.00 11.63 14.0 ox 0.0008 OK 0.14
0.75 . 7.5 0.4 0.3 15.00 11.63 14.0 cx 0.0008 0411 0.14
0.5 5.0 1.4 2.8 15.00 11.63 14.0 Ox 0.0008 OIC 0.14
0.25 2.5 3.3 9.3 15.00 11.63 14.0 ox 0.0018 ox 0.25
CL BASS 0 5.8 22.0 15.00 11.83 14.0 ox 0.0034 ox '0.47
WALL BASE KEY SEN FOR SHEAR (54): 7.8 - is . FOOTING
WIDTH (P1):11.00 ((1W: 18.0 TOE 014): 93.00 KEY DEPTH (54): 0 G.O.P. EMBEDMENT (04:18.00 E,ABFBRBEBININICI0LRGZ(I1): 13.9 SOIL ABOVE TOEAN): 0 KEYWIOTH(IN): 0 KEY O(sl. FROM TOE (94(: 0.00
As a Mu OMIT Vu , •Vc
)N2/PT) (IN) (KFTIPT) (4414FF) (RIFT) (15FF) MIN. REINFORCING TOE 0.37 0.48 , 18.47 • 23.93 OK 6.00 17.7 031 #5 10'o.c. TRANS. BOY . HEEL 0.00 0.00 3.75 ' 0.00 MD 3.83 19.3 ox #0 @ 0 D.C. TRANS. TOP
KEY 0.00 0.00 0.00 0.00 OK 0.00 0.0 OK #0 @ 0" D.C. NONE ROOD
QIb SOT.. ARND SOIL • 58(5(4(0 SOIL
EEC BICTY(PI)I -006 -0.06 1.15 co ICR )ECTIO4
WTOTAL(IwT): 6.75 6.75 6.15 CD I-IOCL1$EcI.cN
MOT (KFTIFT): 15.82 15.82 23.97 ()) BO2TCTISECTON
MR (K.P'TIF'r): 5332 . 53.32 53.32
. C)) -'- 10.115 ON OS F.S.oi: 337 OK 3,37 OK 2.22 CE (i,) A11d$. LOFO D($T.O'FACE CF
F$UoLacT): 4126 - 4128 5184 I FI(LBFTI: 2363 2383
Fpp.son: 33 339
3142
449 - CT) -
"OF LALL
F.S. sI.miso: 0.66 NO 0.65 hG 049 . NO . , , ('A) 11000 OSPIA
qMIlT (P511: 370 ox 370 ox 774 Ox 0) L. ... FLOOD BA El) ..FL
S q2101(pup(: 401 401 0 t -: ) FLAT DINT. BEAM W,07.1. SLOPE •
• _______________
' BIOS thm Cecrtft, RWr4 COpp1gIIIWRIGHT ENGINEERS
=SH(ET- F12
[,,PROJECT: No
RI 5 FT. RETAINING GHT
LEVEL BACKFILL; LEVEL TOE; SURCHARGE; SPECIAL e n g I n e e r S
INSPECTION
SOIL Eourv.FLu1D(Ptr): 35 SPEGNLHSPECTION?(YIN) V (<0 0.85
SEISMIC SOIL 1+01115. RESULTANT FORCE )PI.F): 10.01-112 BASIC WIND SPEEO)MPH): 110 1w: 0.87 Fy#4& Fy BSE LOCATION OF RESULTANT FROM BOTTOM (FTI 060 H . EXPOSURE IA.B.C.OJ: C Kz: 0.85 SMALLER LARGER qs ALLOWABLE 80511)140 ((ISP): 2660 GOVERNS-- WINO PRESSURE (PEP): 23.14 Kzl: 1.00 (XSI) 60 (Ks: 60 ESPASSIVE(PCF(: 300 Cl: 1.40 PMIN: 0.0033 pus: 0.003353 pSLIDUGFRICTION: 0.35 rL0000EpIH(IN): 0 G: 0.85 TOR 4ISPCALCIN (OR 4I3pCAtCT)) SOILwT.(PCF(: 120 UNIFORM SURCHPROESF): 100 qz: 19.45 P 0.0180 pMAx: 0.016035 (<n: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N FlORAL: 0.0080 ,pIOEAL: 0.008016 BACIIFS.L SLOPE ( HCRIZ:I VERT) 0 . ArTS). LORD ON WALL (LOS): 1000 R: 3 risEs '141 uScELOTI
FLAT 037. BEFORE EACxPILL SLOPE (W): 0 AXIAL LOAD GIST. OFF WALL FACE (III): 0 Ss: 1.123
TOE SOIL SLOPE (_140111Z:IVERT)10 . . APPLIED HORIZONTAL FORCE (LBS): 0 S :0.432 I: 1.0 FLATOIST. BEFORE TOE SLOPE (IN): 0 0)51. FROM TOP OF FOOlING TO NOR)!. FORCE )FT( 0.00 SITE 0,455 : 0 (tuR)( III II Fa: 1.00 Fc)PSI): 3000 LINE LOAD SURCWJ(GE)PtF(: 0 S.O.C. 0 . Ses: 0.75 I'm (Psi): 1500 HORIZ.DIST.TOLINE LOAD FROM BACK FACE )FT) 0.00 v: 0.250W ItEEUMII AvcrtucEwu1.5wI(ps,) 0
n: 21.48 . FLOOD FLUID WEIGHT IPCF): 0 ZoPSW 0.00
III WALL: 0.85 . FASSIVEDEPI4I0I0"ORE(IN): 0 Cu 0250W . • C,10.030W)MIN.( iVA743 to. tb 0.4)
HT (FT) ((IN) d)Iw( VERT.REBAR AS(IN'Scll p rIP N j 2IJk CLR 0.00 5.625 2.81 . EQ RETAINING WALL 8.00
TOTAL SOP.. lIT. 6.00 SOIL FACE VERT REBAR COVER (IN): 3
S CASE,: SOIL. WINO
SOIL FACE REBAR FRONT FACE RERuN
.
. WALL HEIGHT (rho) V AS REQO VERT.REBAA NOR)! REBAR VERT.REBAR HORIZ.REBAR LOCATION (PT) Vu)rq MUrK-En IWALL)INI OlIN) (pbl)Vcoo WOO (111421(I)) (IN)O.C.) )INO.C.( (I500,C,( )IllUOC.)
5
Z TOP
.750)1
6.0
4.5
0.0
0.1
0.0 8.00 4.69
0.1 8.00 4.69
4.8 ox
4.6 ox
0,0008 04<
0.0006 ox
0.08
0,06
#5 @ 18 85 @18 #5 @18 05018
05016 #5 is *sale 05 @18 .500)1 3.0 • 0.4 05 8.00 4.69 4.6 01< , 0.0006 0% 0.06 1115 @18 LI 5 @18 05@18 #5 @18 .250H 1.5 0.8 1.3 6.00 4.89 4.6 ox 0.0015 OR 0.09 #5 @18 #5 @18 (*5 @16 45 @18 BASE 0 1.3 2.9 8.00 4.89 4.6 OX 0.0033 OR 0.19 #5 @17 #5 @18 #5 @18 05 is '5 WALL BASE KEY INN FOR SHEAR IM; 43
CASE 2: SOIL • SEISMIC
WALL HEIGHT (rho) V AS REaD .R LOCATION ElI Vu (K) Mu(K.FT) ( WALL (IN) ((((N) (phi)VC(K) REO'O )It1420FT) TOP 8.0 0.0 0.0 8.00 4,69 4.6 ox 0.0006 Ox 0.06 0.75 4.5 0.2 0.1 8.00 4.69 4.8 OR 0.0006 OR 0.08
en 0.5 3.0 0.5 0.8 8.00 4.69 4.8 OR 0.0007 OR 0.08 5
. 0,25 1.5 1.0 1.9 8.00 4.69 4.6 ox 0.0022 OK 0.12
BASE 0 1.7 4.2 8.00 4.69 4.6 OK ' 0.0037 Ox ' 0.21 5 WALL BASE KEY EMIN FOR SMEAR (IN): 4.7
F(XSTSAO
G.O.F. EMBEDMENT (114): 30.00 WIDTH (FTI: 6.00 ((Is): 18.0 TOE (IN): 6.00 KEY DEPTH IN): 0
. IIuNFS6tRKOR)AIICII0RAES)IN)1 14.1 SUIT. ABOVE TOE (IN): 12 KEY WIDTH )IIP.): I) KEY D1ST.FROMTOE)IN(: 0.00
AS ' 8 Mu + Mn Vu Vc
• TOE
(U14SPT)
031
1114)
__060
(1<0
Dnn
)x.FTIPT) FUEl)
,
QIIPTJ MIN. REINFORCING
Ox OK D.C. N0NfReOD KEEL 0.31 0.60 4.18 ' 21.24 ox' 1.31 • 15.5 0% #6© 120.C. TRANS. TOP KEY 0.31 0.60 0.00 0.00 ox . 0.00 0.0 or( #6@ 12'o.C. NOPYEREO0
SOIL SOIL' WIND SOIL' SEISMIC SOIL
EcCENTPlCTY)ITI' 0.87 0.87 1.33 . (I) !CI' 500110%
WTOTAL)IUET(:
)\ ((I ITl5IN55l'0%
Moroc-FrIPTI: 330 3.30 5.84 y (1) ecr;owo'c. MR(K.fro'r): 12.34 12.34 12.34
, (%) I (0 A.-A,. LOAD CNI!AI_I_ F.& 01 373 cx 373 OR 2 11 ox , 1.41) 4 (I_I I.. I_C-.!) S OF F1,2 I>
FSLIOE)LR,(IT): 1209 1209 1772 F,)LR)FT(: 1941 - 1941 2581 FP (Lain: 938 938 1247 - I
+ 1 FOL p:XT'.'.( C
' CY2IL.
F.S.SUOBIG: 238 011 2.38 crc 2.16 ox I
qM.rcc(P5Fr: 2044 OK 2044 ox 2928 cx IX)(v I_LOCDUS'ERLYS) qMlNIPSF(: 0 0 0 a.srosr OEVCWIT.50AS4.SI.cf'F
(I:) IFuSI'.
PROJECT: PROJECT PROJECT No: PROJECT NO.
- LOCATIOIE LOCATION, JURISDICTION CLIENT: CLE)NT
ORR CRP+TgSI4'AB4T ENSINEERS
tyROJECT ENo:----7 :S1iC:ET :]
:
RIGHT
e ngh e e r
BEAM ON ELASTIC FOUNDATION
DESCRIPTION: Gridllne XI . FOOTING INFORMATION: -A max (it) V max (k) M+ max (k-ft) Mix (k-if)
('C (PSI): 3000 I (Fr): 1.125 0.004 2.628 13.733 -2.832
CIrPS92669 Er, (KSI'r449570672 2.903 13M84 ., L 30 K. (KSF!FT) 79.8 - SHEAR/MOMENT WITH WEIGHT OF FTC INCLUDED
FS: 2.5 K3' (KSF): 319.2
Bn: 4 ?: 0.112 MOMENT (k-it) . D(F'r): 1.5 16
14 B.O.F. (rr): 3
LOAD (K) LOCATION Ht) 12
O .P 18
P3: 6
• 0 -
•
. -2 \/ 10 20 30 40
- length (ft) . PlO:
SHEAR (k)
_-. ... . •
_______ x (it) y (ft) V (k) -' M (k-It)
-0.00054 0.00 0.00
1.5 -0.00085 -0.97 -0.75 -1 10 20 ,-"0 40 . 3 -0.00117 2.41 -2.83
4.5 -0.00150 1.75 0.27 -2
0 6 -0,00182 1.24 2.49 -3 . 7.5 -0.00214 0.88 4.06'
9 -0.00243 0.67 5.21 Length (it)
10.5 -0.00271 0.60 6.14 . 12 -0.00295 0.65 7.06
13.5 -0.00317 0.81 8.14 DEFLECTION (ft)
15 -0.00334 1.06 9.53 0
• 16.5 -0.00348 1.39 11.37 -0.0005 10 20 30 40
18 -0.00356 -2.63 13.73
19.5 -0.00359 -2.22 10.10 -0.001
21 0:00357 -1.81 7.07 -0.0015 -
22.5 -0.00352 -1.42 4.66 -0.002 24 -0,00345 -1.05 2.81 -0.0025 . 25.5 -0.00337 -0.73 1.48
-- 27 -0.00327 -0.44 0.61 -0.003
• 28.5 . -0.00318 -0.20 0.14 -0.0035
• 30 -0.00308 0.00 0.00 -0.004
Length ((I)
• 1r =SHCET.PR0JEC1 •
•
BEAM ON ELASTIC FOUNDATION
DESCRIPTION: GrdIine X2 . FOOTING.INFORMATON -A max (It) V max (k) M+ max (k-ft) M- max (k-ft)
fc(PSI)v3000 I (Ffl: 0.844 0.005 4.357 21.448 -16.348
• -sF)2660-- EKsF-4495706752 5O60_ . L (FT):53 K5 (IcSFIFT): 79.8 = SIIEARIMOMENT WITH WEIGHT OF FIG INCL&JOEO
FS: 2.5 K (KSF): 239.4
5 B(FT): 3 : 0.11.2 MOMENT (k-ft)
D(FT): 1.5 .
25 .- .,.-.,-..-.-_ - ................
BO.F. (Fl): 3 20
• LOAD (K) LOCATION (ft) 15
•
. 10 ...
60
5 P9: length (II)
S PlO:
P11:
SHEAR (k)
41.. ..... ... ........ ---...--.- .......
x (ft) y (ft) V (k) M (k-fl)
0 -0.002..7 0.00 ö.0O.
2.65 -0.00286 0.13 0.19
5.3 -0.00274 0.18 0.61
7:95 400260 0.14 1.06
10.6 . -0.00245 0.02 1:30
13.25 -0.00227 -0.22 1.06
15.9 -0.00207 -0.57 0.05
18.55 0.00187 -1.05 -2:07
21.2 -0.00171 -1.65 -5.63
23.85 -0.00166 -232 -10.87
26.5 -0.0612: 2.54 -15,13.
29.15 -0.00223 2.08. -9.06.
31.8 -0.00281 1.94 -3.81
344.5 -0.00346 2.20 1.59.
37.1 -0.00406 2.86 8.21
39.75 -0.00455 388 17.08
42.4 -0.00470 -3.70 16.65
45.05 -000454 -2.48 8.48
47:7 400423 -1.42 334.
50.35 -0.00384 -0.59 0.72
53 0.00344 .0.00 0.00
: JIIT1L ±.IITTIT
Length (ft)
DEFLECTION (ft)
0
-0.0005 . - ..,,20 _... ...... 4.0.,,, .., 60
-0.001
-0.0015 ------
-0.002 - - - - . - . - - --------.-...--.
-6.0025
-0.003
-0.6635
.0.0045
-0.005
Length I'll
F15
S
LVI]RIGHT
-
engin 5
BEAM ON ELASTIC FOUNDATION
• DESCRIPTION.: Gridline B2 - . FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft)
f (PSi: 3000 I (FT): 0.563 0.015 7.379 0.913 -30.096
•
...
. Ex449570652 738O 0926 .-eOO54
S L i: 25 K8 srn>: 79.8. = SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED
FS: 25 K8 (KSF): 159.6
• B(Ft): 2 : 0.112 MOMENT (k-ft)
5 - D(FT): . 5 -
B.OF.(FT): 3 0
LOAD (K) LOCATION (ft)
P9: . . length ((I)
PlO; . .
. ...... -=., P12:....._..._........---.......-'-t'---.,....-.... .
SHEAR (k)
.
6 1
--...
x (ft) y (ft) V'(k) .M (k-ft)
0 -0.01463 0.00 10.00
1.25 -0.01288 -738 ,-6.98
2.5 -0.01114 -5.53 4.01
375 :0.00945 -4.02 -14.95
5 -0.00785 -2.84 -19.20
625 -0.00638 -1.97 -22.17
7.5 -0.00503 . -1.37 24.23
875 400384 ,-1.04 -25.71
10 0.00281 .092 2691
11.25 -0.00194' 0.99 - -28.09
12.5 -0.00125 -1.22 -296
13.75 -0.00074 4.63 -26.54
15 -0.00039' 4.20 -21.01
16.25 -0.0001.7 3.71 -16.07
17.5 -0.00005 3.18 -11.76
18.75 0.00000 .2.64 -8.13
20 0.00000. 2.10 -5.17
21.25 , -0.00004 1.56 -2.88
:22.5. - 400009 1.03 -1.27
23.15 -0.00015 .0.51 -0.32
25 -0.00022 0.00 0.00
DEFLECTION (It)
0.002 •---•--• ..... . ....... -
10 20 30
: '/:s:1rI:.
-0.01
-0.012 -'- ----'----'.-. ...- -
-0.014
0016
Length (0)
1
PROJECT: LNO: I SHEET:
7.6 -0.00202 -0.09 2.76
11.4 -0.00241 -0.40 1.76
15.2 -0.00271 -0.50 0.00
19 -0.00299 -0.43 -1.82
22.8 -0.00338 -0.16 -3.02
26.6 -6.00394 0.40 .2.65
30.4 -0.00463 1.34 0.48
34.2 -0.00528 2.70 8.03
38 -0.00545 -3.46 13.58
41.8 -0.00492 -1.95 3.41
45.6 -0.00418 -0.84 -1.73
49.4 -0.00352 -0.17 -3.51
53.2 .400305 0.16 -3.44
57 -0.00277 0.26 -2.59
60.8 -0.00265 0.24 -1.62
64.6 -0.00261 . 0.17 -0.83
68.4 - -0.00261 0.10 -0.32
72.2 -0.00263 0.04 -0.07
76 -0.00264 0.00 0.00
Length (II)
DEFLECTION (ft)
0 -
-0.001
-0.002
-0.003
-0.004
-0.005
-0.006
RIGHT engi ne5
BEAM ON ELASTIC FOUNDATION
• DESCRIPTION: Gridllne 5 . FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft)
f'c (PSI): 3000 I (FT): 0.563 0.005 3.792 16.335 -3.634
5- q-(PsF-2660 E -(KSP)-449570:6732 4.122 1&t89 -3785
S I (Fl): 76 K (KsFln): 79.8 = SHEARIMOMENT WITH WEIGHT OF FIG INCLUDED
FS: 2.5 1(3' (KSF) 159.6
• B(FT): 2 . . X: 0.112 MOMENT (k.ft)
•
D(pT): 1.5 20
B.O.F. (Fl).
LOAD (K) LOCATION ((t) 15
• P1: -1.44 1
10
5 P3:
A P& 0 -
5 P9: - length (ft)
S PlO:
5 SHEAR (k)
• . -.-_--... ------..' --..---.-.---,...- -S .___ __
• . . x(ft) y(ft) V(k) M(k-ut) 2
1 0 -0.00079 0,00 0.00
• 3.8 -0.06147 . 0.49 2.11 /60 80 40
Length(S)
L; =SHEET.
01
-0.0005
S
: . .
LJKIGHT
e nginr
S BEAM ON ELASTIC FOUNDATION
DESCRIPTION: Grdjine A
FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) Mrnax (k-ft)
f'C (PSI):' 3000 I (FT'): 0.563 0.004 2.862 9.762 -8.933
5. ........ 8957 -"''' L (Fl): 47 K (KsF1rT): 79.8 SHEAiMoMENT WITH WEIGHT OF FTG INCLUDED
FS: 2.5 iç (KSF): 159.6
B(Fr): 2. ):0.112 MOMENT (k-ft)
DFT' '-
B.O.F. (Fl): 3 -
LOAD Ili) LOCATION (ft) 10
P2: 3.97 25 .5- ...
:
° 0
20 3 40 50
PT
5 P9 length (ft) . PlO:
P11:
SHEAR. (k) P12: .............................................,..., .t.t...t.ttt..ir".,rt.t.
---'......
. .... .........
x (It) y (It) V (k) M (k-ft)
0 -0.00066 0.00 0.00
2.35 -0.00077 -0.75 -0.89
4.7 -0.00090 -1.46 -3.49
7.05 -0.00111 1.86 -7.49
9.4 -0.00144 1.32 -3.78
11.75 -0.00187 0.91 -1.20
14.1 -0.00232 0.67 '0.63
16.45 -0.00275 0.60 2.10
18.8 -0.00314 0.69 3.58
21,15 -0.00346 0.90 . 5.42
23.5 -0.00365 1.22 7.90
25.85 -0.00367 -2.40 7.80
28.2 400352 -2.07 2.56
30.55 -0.00332 -1.81 -1.99
32.9 -0.00317 -1.62 .6.01
35.25 -0.00314 2.44
37.6 .0.00327 2.62 -2.71
39.95 -6.00347 2.86 3.72
42.3 - -0.00361. -0.74 1.80
44.65' -0.00371 -0.39 0.46
47 -0.00379 0.00 0.00
10 20 30 4 50
Length (Ii)
DEFLECTION (ft)
30 40 50
-u.uul --s:-'-'----- '--- - - ---'
-0.0015
-0.002
-0.0025
-0.0035
-0.004
Length ((t)
~No: FSHCET:
KIGHT
e n 9 he e r
S
O
BEAM ON ELASTIC FOUNDATION
DESCRIPTION Grdfine BI
• FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) . I'd kW 3000 I (FT): 0.563 0.014 7.585 0.829 -33.827
L586------ . -3&83R
5 L (Pt): 25 K, (KsclFr): 798 SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED
•
FS: 2.5 K (KsF): 159.6
8(FT): 2 ' 0
'
112 MOMENT (k-ft)
• D(FT): 1 5
B OF (PT)
LOAD: LOCATION (ft) 5
-20
5 P9: length (fl)
• -PlO:
P11: 0 SHEAR (k) P12 ______ ____
5 ''6-----
ii
x() y(ft) - - v M,KM
0 1 70.01-356 0.00 0.00- 5 0 15 20 25 30
125 001188 759 111 2 ------ - ---- -
• 2.5 0.01021 -5.93, -9.52 ...............' ---------------- . 3.75 0.00859 -4.60- -16.07 6
5 -0.00708 -3.58 -2114.
• 6.25 --0.00569 -2,85 -2513 . 7:5 -0.00446 -2.38 -2838 Length ((I)
8.75 -0.00341 -2.15 -31.19
• 10 -0.00254 4.10 .33.830.
11.25 -0.00188 3.99 -28.76 DEFLECTION (ft)
- 12.5 - -0.00140 3.77 -23.89 - 0
• 13.75 - -0.00106- 347 -19.36 30 - • - , -0.002 . 15 I -0.00084- 3.12 -15.23
16.25 -0.00072 2.73 -11.58 -0.004 --- .......................---
5 17.5 -0,00067 2.32 -8.43 -0.006
18.75 -0.00067 1.91 -5.78 -0.008 W 20 -0.00071 1.50 -3:65
• 21.25 I 000077 110 -2;03 001
22.5 - -0.00084- 072 -0:89 ..... ...... .............'---------
23.75 -0.00092 0.35 -0.22 -0.014
...................
----- ---- -- . ----------------
• 25 -0.00100 0.00 0.00 .0.016
S Length (It)
• .
• L - - - 1 1 t SHEET,ROJECT.J
9.
Ltt1L Ml] PROJECT: LEQLM3O
I MRIGHT
engine. 2-V/
• sok -t e4Z ________ _____'
• • _________________
• __________
• :.'
•
• : .
• '° '° 23--
• :
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•
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•
__________
:
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• .', Ur'tc- -'sc '('kf.
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'2-)L 1325)4L'
[PR7L 6CL.>
ftNO. (Q45. 1LT M2]
Project: Gravity
Location: HSS Tube Beam -
Multi-Loaded Multi-Span Beam
[2015 International Building Code(AISC 14th Ed ASD)J
HSS 12 x 8 x 114 x 8.0 FT /ASTM A500-GR.B-46
Section Adequate By: 302.8%
Controlling Factor: Moment
-] page
Wright Engineers
7425 Peak Dr
Las Vegas, NV 89128-9011
StruCaic Version 9.0.2.5 3/20/2017 11:21:37 AM
DEFLECIIONS n1i
, LOADING DIAGRAM Live Load 10.00 IN Lilnfinity
Dead Load 0.03 in
Total Load 0.03 IN L/2870 - Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: L1240
REACTIONS A III Live Load 0 lb 0 lb
Dead Load 4891 lb 4891 lb
Total Load 4891 lb 4891 lb
Bearing Length 0.69 in 0.69 in
BEAM D Qente
Span Length 8 ft UnbracedLenglh-Top Oft .A._......- . ........-
M
........ Unbraced Length-Bottom 8 ft
STEEL PROPERTIES
HSS 12 x 8 x 1/4 - A500-GR.B46 . UNIFORM LOADS cntr
Uniform Live Load 0 plf Properties:
- Uniform Dead Load 0 plf Steel Yield Strength: Fy = 46 ksi Beam Self Weight 33 pit Modulus of Elasticity: E= 29000 kSi Total Uniform Load 33 plf 12 in
Tube Steel Section (X Axis): dx =
POINT LOADS - CENTER SPAN Tube Steel Section (Y Axis): dy = . 8 in Tube Steel Wall Thickness: t = 0.233 in Load Number One— Area: A = 8.96 in2 Live Load 0 lb Moment of Inertia (X Axis): lx = 184 in4 Dead Load 9520 lb Section Modulus (X Axis): Sx = 30.6 0 Location 4 ft I-'iasuc section MOuius (A Axis): LX = 55.15 in.i Plastic Section Modulus (Y Axis): . Zy = 27.8 .in3 Design Properties per AISC 14th Edition Steel Manual:
- Flange Buckling Ratio: FBR = 31.33 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC= 35.15 Web Buckling Ratio: . WBR = 48.5 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = .60.76 Nominal Flexural Strength WI Safety Factor: Mn = 77742 ft-lb Controlling Equation: F7-2 Web height to thickness ratio: h/tw = ' 48.5 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 56.24 CvFactor: . Cv . 1 Controlling Equation: G2-2 Nominal Shear Strength wl safety factdr: Vn = 96899
Controlling Moment: 9302 ft-lb 4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 4891 lb At left support of span 2 (Center Span)
- Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
- Bgj Provided Moment of Inertia (deflection): 15.39 in4 184 1n4 Moment: 19302 ft-lb 77742 ft-lb Shear: .. 4891 lb 96899 lb
I
M3
e ngines
j
Ø
3
1•
/ -11
X Ro A (aO 755 3
j Z.
'37n 3
t552'
-
O. 5;( o.cc 3.00O
$.____
2—
.No: 1L M41
L!A!IRIGHT
engineers
06 1
CT:
~M5
S
-4
DanA J • II
Wright Engineers e n g jl r s 7425 Peak Or or
Las Vegas, NV 89128-9011
StwCalc Version 9.0.2.5 3/10/2017 10:27:38 AM
;T10N$Left Qor . gj .oADING DIAGRAM
d 0.00 IN 2Lilnlinity 0.00 IN Lflnlinity 0.00 IN 2L/Infiniti.
ad 0.83 in -0.04 in 0.06 in
id 0.83 IN 2U406 -0.04 IN U2598 0.06 IN 2L/1986
Deflection Criteria: L1360' Total Load Deflection Criteria: L/2;0
0 l 0 l
ad 26263 lb -14696 lb
id 26263 lb -14696 lb
.5 F.S) 0 lb .14696 lb
..ength 1.02 in 0.00 in _____
th 14 it 9.5 ft 5 it 1411 4----- 9.6ft- . .. ---6ft
Length-Top 0 it 0 ft 0 it
Length-Bottom 14 it 9.5 it 5 it
ROPERTIES
A992-50
L.'NIFORM LOADS
Uniform Live Load 0
Left
plf
cnix
0 p11
Right
0 p11
Uniform Dead Load 0 plf 0 phI 0 plf
.
Elasticity:
F -
E=
d
0 k
- 29000
20.8 in
Ream Self Weight 55
Total Uniform Load 55
pit
pIt
55 phI
55 pIt
55 pIt
55 phf
POINT LOADS - LEFT SPAN
'ckness:
'Jidth:
tw
bf =
0.38 in
8.22 in
Load Number One
tile Load 0 lb
ipckness: tf = 0.52 in lead Load 10000 lb
to Web Toe of Fillet: k = 1.02 in Location 0 it
-1':390 ft-lb
I span 1 (Left Span)
19 all dead loads and live toads on span(s) 1. 2, 3
1540t lb
I r 'man 2 (Center Span)
all dead loads and live loads nn span(s
's v. i required sections: qii Lrpvktc
Ilection): 674.3.1 'I 11,10 in4
-145390 tIb 2287/1 It-lb
15493 I:) 1b
L: ~] "SHEET-M6
Poi c, Gravity
Loc;i
Mul:
- [20t • Sect
Co w. .DL
Ii..
?•
S
S
S
S
•
S
SI
S
S .
S
S
S
':Crane Rail
ded Multi-Span Beam
rnational Building Code(AISC 14th Ed ASD)]
W21 x55 x 28.5 FT (14 + 9.5 + 5)
Adequate By: 57.4%
ig Factor: Moment
of Inertia About X-X Axis: lx 1140 ml
odulus About X-X Axis: Sx 110.
lion Modulus About X.X Axis: Zx 126
.ipertIes per AISC 14th,Edition Steel Manual:
ickling Ratio: FBR = 7.87
Flange Buckling Ratio: AFIIR = 9.15
Ratio: WOh = 50.03
:;eb Buckling Ratio: AWIIR = 00.55
Unbraced Length: Lb = 14 It
braced Length -
rat-torsional buckling: Lp - 6.11 it
i. F2-2: . Li -, 17.38 it
xurah Strength WI safety factor: Mn 228774 ft.b
i"t Equation: F2-
!ii::knesS ratio: hltw 50.t3
thickness ratio for eqn. G2-2: h/tw-limit = 53.05
Cv z 1
ing Fn.iiahion: G2-2
ar Strength WI safety factor: Vn w 150 13 H.
' DanA 'Sri T1 - - —
r
Wright Engineers e .n g j 'r s
7425 Peak Dr : 'Las Vegas, NV 89128-9011 of -
StruCalc Version 9.0.2.5 3/13/2017 10:41:01 AM
2
1.
r
" . 2t'' __.::................
S
:A 26ff S.-. B
.,:I:oRM LOADS Qfl1
Ua.!orm Live Load 0 pIt
tJ.:i'rm Dead Load 0 pIt
:11 Self Weight 35 pIt
Uniform Load 35 p1t
';NT LOADS -CENTER SPAN
Load Number One TWO
Load 01b 01b
3 Load 26263 lb 26263 lb
lion 2 I 241t
Crane Support
cd Multi-Span ala
roational Build; cxle(AlSC 14th Ed AS
.V1 2x35 x 26.0 I
:lequate By: 34.
.j Factor: DefIer:' :i
JJQti c
d 0.00 tiliiliidly
d 0.96
rI 0.96 ...
Deflection C ./33 Total Load 1' ':eclion Criteria: L/
I 0 l
rd 2671.76718 lb
t 2671 '26/18 lb
..ength 0.8: i.32 in
.....
:!h .
atrgth-Tc .. I:
.jngth-Boll 21 It
r3ppERTlE
A092-50
50•
EIaslkil, 17 29000
6 12.5
tvi 0.3
bl ' 6.56 I:
kness: If •. 0.52 I;
:o Web To:' '.: k 0.82 I'
'f Inertia A :; .:: lx ' 285
dulus Al .;;; 1. 45.
on Mn.: ' ::.x Axis: 7 51.2
.:rties ' . : a Edition Steel
!'n R' F : = 6.31
:0ge13 ::;lio, 1' R= 9.1'
.' = 36.2
'.b Buc ' ' A. IR 90.5
.'nbrac ' I
raced
' :: I ' 5.:
'ty factor: . 1277.:
I . I
. .60 for eqn. G2-2: I 'rflil . 53.
C :
'. :.,. factor: ' 7500
.5 .:
(Center Spar;
::'.ds and live to; a ;"an(S) 2
'::Span)
"ads and live to;: .npm(s
5 ' :ions:
211.3 26!.
55.18: ; 127746
2671 75000
PROJECT: No: 1:M7
R ICHIT eng,ne
Non-Constrained: Caisson Lateral Bearing Calculation
(DESIGN EQUATIONS PERIBCSECTION 18057.2.1)
LOCk HON cantiléver:Columns
F (!T) :
qiat (Pii/1) 300
TOLERATE 1/2" MOVEMENT? YiNY..y
DIAMETEI1 iIi' 2.5
Si (r'si : 1708
A 281
MIN. EMBEDMENT TI 5.4
VcCN577?4/NE0 Copyrjht WRIGHT ENGINEERS 1 [ 1 v2008.02 8
R0 I
ORIGHT
engi fl5
DESIGN SEISMIC LOADS
7-10 SI CTIQN ;:' - EQUIVALF [LATERAL FORCE PROCEDURE
SITE CLASS : D - 5151< CA I [EGORY : 11 SITE SPECIFIC
R: 1.3 IE: 1.00 SDS: 0.787
Ct: 0.02 Ss: 1:123 SDI : 0.452
x :0.75 Si : 0.432 SEISMIC DESIGN CAT: 0
Ta(sEc): 0.1 Fa: 1.051 C8 :0.629
TL (SEC) 8.0 Fv: 1.68 C, MIN 0.035
C.tx: 2.991
DESIGN BASE SHEAR. v: 0.629W
PRIMARY SYSTEM DIAPHRAGMS
V (K) : 1:'.59 MIN (12.10.1.1): 0.151W
k: 1 MAX: O.315W
- VI. IlT.DISTRIBUI ION, Fx DIAPIIRAGM,Fp
LEVEL WEIGHT(K) EL(:v.(Fr) l.RI ) ASD 12.10.1.1 GOVERINGFp Fp1Fx
ROOF 20.0 1.0 . 0.62 Wx 0.450Wx . 0.629W 0.315W 0.60
CONNECTIONS - .. ... LRFD ASO
AscE7-lo SECTION I2.1.3 • -
,
Fp: 0.105Wp 0.075 Wp
ARCHITECTURAL, MECHANICAL & ELECTRICAL CON' 'INENT ANCHORAGE
ASCE 7-10CII. 111113 Fp(EO. 13,3-1)
Ip(13.1.3): 1.0 a - Rp Z(fT) LRFD ASD
MAX (EQ. 13.3.2): 1.25 Wp 1 2.5' 11.00 0.378 Wp 0.270 Wp
MIN(EQ. 13.3-3): 0.23 Wp 1.. 2.5 9.63 0.346 WP 0.247 Wp
2.5 8.25 0.315 Wp 0.225 Wp
1 2.5 6.88 0.283 Wp 0.202 Wp
2.5 5.50 0.252 Wp 0,180Wp
2.5 4.13 0.236 Wp 0.169Wp
2.5 2.75 0.236 Wp 0.169Wp
1. 2.5 . 1.38 0.236 Wp 0.169Wp
I.Pbo - Copp.I WRIGII1 I NGINEERS
PROJECT: . .
1
=SHttT-M9
.03
[No:I
30 in diam.
Code: ACI 318-14
Units: English
Run axis: About X-axis
Run option: Investigation
Slenderness: Not considered
Column type: Architectural
Bars: ASTM A615
Date: 03/10/17
Time: 11:48:25
fs=C 5fy
P (kip)
STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756
• File: untitled.col
• . Project:
• Column: Engineer:
• fc = 3 ksi fy = 60 ksi Ag = 706.858 in12
• Ec = 3122 ksi Es = 29000 ksi As = 2.64 inA2
fc = 2.55 ksi e_yt = 0.00206897 in/in Xo = 0.00 in
• eu = 0.003 in/in Yo = 0.00 in
• Betal = 0.85 Min clear spacing = 10.50 in
Confinement: Tied
• phi(a)= 0.8, phi(b) = 0.9, phi(c) = 0.65
- -
6 #6 bars
rho = 0.37%
lx.= 39760.8 jfl14
ly = 39760.8 in1'4
Clear cover = 3.38 in
M1O
- STRUCTUREPOINT spColumn v5.10 (TM) Page 2
Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 03/10/17
untitled.col 11:47 All
General Information:
File Maine: untitled. col
Project: .Column: Engineer:
Code: ACI 318-14 Units: English
RunOption: Investigation Slenderress: Not considered
Run Axis: X-axis Column Type: Architectural
MateHa1 Properties:
Concrete: Standard Steel: Standard
f'c =,3 ksi fy = 60 ksi
EC = 3122.02 ksi Sfc Es = 29000 ksi
= 2.55 ksi Epsyt = 0.00206897 in/in
Epsu = 0.003 in/in
Betal = 0.85
Section:
5 Circular: Diameter = 30 in
Gross section area, Ag = 706.858 in2
Ix = 39760.8 in4 ly = 39760.8 in4
5 rx= 7.5 in ry = 7.5 in
Xo= 01n Yo= Din
Reinforcement: ------------
Bar Set: ASTM A615
Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in"2)
3 0.38 0.11 11 4 .8 0.50 0.20 11 5 0.63 0.31
11 6 0.75 0.44 It 7 0.88 . 0.60 11 8 1.00 0.79
9 1.13 1.00 * 10 .ft 1.27 1.27 ft 11 1.41 1.56
ft 14 1.69 2.25 ft 18 2.26 4.00
5 Confinement: Tied; *3 ties with #10 bars, 04 with larger bars.
S phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Circular
5 Pattern: All Sides Equal (Cover to transverse reinforcement)
Total steel area: As = 2.64 in2 at rho = 0.37% (Note: rho < 0.50%)
5 Minimum clear spacing = 10.50 in
6116 Cover =3in
Factored Loads and Moments with Corresponding Capacities:
5 Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi
No. kip k-ft k-ft in in
1 6.00 81.80 129.64 1.585 7.00 26.25 0.00826 0.900
5 End of Output
.
5.
•
S
S. •
S .
5 Mil
0
00
00000 00
00 00 00
00 00 00
00 00 00
00 00 00
00 00 00 0
00000 000
00 00 0 0000000000 0 00000
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00 00 00 00 00 00 00
00000 0 00 00 00 00 00 (TM)
S
STRUCTUREPOINT - spColumnv5.10 (TM)
5 Licensed to: Wright Engineers. License ID:
untitled. col
O
S
OS . S
000000 5 00 00
-- 00000 000000 00 5 00 0 00 00 00
00 00 00 00
00000 00 00 00
00 000000 00 5 0 00 00 00 00
00000 00 000000
S
Page 1
65737-1053586-4-2252E-25756 03/10/17
11:47 AM
=
O spColumn v5.10 (TM)
Computer program for the Strength Design of Reinforced Concrete Sections
Copyright P 1988-2016, STRUCTUREPOINT, LLC.
W S All rights reserved
S = . S
Licensee stated above acknowledges that STRUCTUREPOINT (SE') is not and cannot be responsible for either
the accuracy or adequacy of the material supplied as input for processing by the spColumn computer
program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the
correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to 5 produce spColumn error free the program is not and cannot be certified infallible. The final and only
responsibility for analysis, design and engineering documents is the licensees. Accordingly,
S STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design
or engineering documents prepared in connection with the use of the spColumn program.
S
S
5
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