DEMO-11-835`50aRS �Q Miami Shores Village
10050 N.E. 2nd Avenue NE
Miami Shores, FL 33138-0000
Phone: (305)795 2204
LORIOp'
Project Address
Parcel Number
Permit No. DEMO-5-11-835
Permit Type: Demolition
I t I
I
Work Classification: Building
Permit Status. CLOSED
Issue Date: 5/1 12011 1 Expiration: 01/0V2999
Applicant
128 NE 94 Street 1132060132980
Miami Shores, FL 33138- Block: Lot: OSCAR DEL VALLE
Owner Information Address Phone Cell
OSCAR DEL VALLE 128 NE 94 Street
MIAMI SHORES FL 33138-2822
Contractor(s) Phone Cell Phone
MORIAH CONSTRUCTION COMPANY (786)217-2112
of Demo: Building
onal Info: ENTIRE HOUSE
ification: Residential
ling: 3
Fees Due
Amount
CCF
$6.00
DBPR Fee
$4.50
DCA Fee
$6.00
Education Surcharge
$2.00
Expired Permit Renewal Fee
$400.00
Permit Fee -Demo
$400.00
Scanning Fee
$9.00
Technology Fee
$8.00
Total:
$835.50
Valuation: $ 10,000.00
Total Sq Feet: 3025
Pay Date
Pay Type
Amt Paid
Amt Due
Invoice #
DEMO-5-11-40892
05/10/2011
Check #: 1663
$ 50.00
$ 385.50
05/26/2011
Check #: 1673
$ 385.50
$ 0.00
Invoice #
DEMO-7-13-48324
07/09/2013
Check #: 1767
$ 400.00
$ 0.00
Available Inspections:
Inspection Type:
Final
Final
Final
r
L
Applicant Copy
For Inspections, Call (305) 762-4949 or Log on at https://bldg.miamishoresvillage.com/cap/.
Requests must be received by 3 pm for following day inspections.
NOTICE: In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER
additional restrictions applicable to this property that may be found in GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT
the public records of this county. DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES.
February 16, 2018 2
NOTE: ALL SHEETS MUST BE REVIEWED
MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES
Herbert S. Saffir Permitting and Inspection Center
11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000
APPLICATION FOR MUNICIPAL PERMIT APPLICANTS
THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE
AND/OR ENVIRONMENTAL SERVICES" W I
g0) (0) "� �j
MUNICIPAL PROCESS NUMBER HERE
p �PROVIDE
Job Address ( cZ /� w11L � � S �
Contractor No.
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Last four (4) digits of Qualifier No.
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Contractor Name
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Qualifier Name
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Subdivision PBpg
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Address
City State _Zip '
Metes and bounds
New Construction on
[ ] Demolish
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Vacant Land
[ ] Shell Only
Current use of property
U. w
[ ]Alteration Interior
[ ] Addition Attached
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Description of Work
w w
[ l Alteration Exterior
[ ] Addition Detached
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[ ] Relocation of Structure
[ ] Re -Roof
Sq. Ft. Soo Units Floors
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[ ] Enclosure
[ ] Foundation Only
[ ]Repair
[ ]Tent
[ ] Repair Due to Fire
Value of Work
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[ ] Chg. Contractor
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[ ] Re -Issue
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Name Y() K) N-E
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1 am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of
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one -hour. Please contact the Fire Department for current rate.
vav�
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l st Request: Date:
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LLw ¢
2^d Request: Date:
M
31d Request: Date:
If there is a known named violator with: unpaid civil penalties; unpaid administrative co s of
hearing; unpaid County investigative, enforcement, testing, or monitoring costs; or unp 'd
liens, any or all of which are owed to Miami -Dade County pursuant to the provisions of e
Code of Miami -Dade County, Florida, holds on the review may exist on this application.
J
123 01-192 4/17
li
CATEGORY
BUILDING
BUILDING PERMIT CATEGORIES
DESCRIPTION PERMIT TYPE
01
GENERAL BUILDING -COMMERCIAL
MBLD
02
SUB -GENERAL BUILDING -RESIDENTIAL
MBLD
08
CANVAS AWNING
MBLD
10 „
COMMUNICATION TOWER
MBLD
15
DEMOLITION
MBLD
2R
METAL AWNING & STORM SHUTTER
MBLD
49
SCREEN ENCLOSURES
MBLD
51
MURAL SIGNS (NON -ELECTRICAL)
MBLD
55
SWIMMING POOL
MBLD
56
TENNIS COURTS (SURFACE PAVING)
MBLD
86
TRAILER TIE DOWN
MBLD
88
WALK-IN COOLER
MBLD
V
MARINAS
MBLD
92
LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH
MODIFIED, SINGLE PLY)
MBLD
95
SHINGLES (ASPHALT, FIBERGLASS)
MBLD
96
SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE)
MBLD
97
STAGE 2 VAPOR RECOVERY SYSTEM
MBLD
99
SOIL IMPROVEMENT
MBLD
0100
BULK STORAGE PROPANE TANK
MBLD
4
0101
REMOVABLE STORM PANELS
MBLD
0107
TILE ROOF
MBLD
0110 ;
WATER MAIN
MBLD
0111
SITE PLAN
MBLD
0112
INDOOR EVENT/EXHIBIT
MBLD
ELECTRICAL
04 FIRE ALARM SPECIALTY MELE
16 SPECIALTY WIRING MELE
38 GENERATORS MELE
40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE
PLUMBING
0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY
IS USED WHEN NO BUILDING PERMIT EXIST) MPLU
0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR
INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU
LPGX
01
LIQUEFIED PETROLEUM GAS
MLPG
02
MISCELLANEOUS
MLPG
04
LIQUEFIED PETROL. GAS/STATE
MLPG
MECHANICAL
09
ABOVE/BELOW GROUND TANKS/PUMPS
& POLLUTANT STORAGE SYSTEM
MMEC
38
COMMERCIAL HOODS
MMEC
43
FIRE CHEMICAL
MMEC
46 '�
SPRAY BOOTHS
MMEC
48
SMOKE CONTROL
MMEC
52
RESIDENTIAL ELEVATOR
MMEC
FIRE
32
FIRE SPRINKLER
FIRE
MiArtaoAu Department of Regulatory and Economic Resources
Impact Fee Assessment
Process Number: M2018007351-0 Batch: Collection Number:
Folio: 1132060132980 Site Address: 128 NE 94 ST
Fee Payer: Assessment Date: 03/02/2018
Disclaimer Note: ROAD/F/RE/POUPKS impact fees
will increase on 101112018
Online Payment available at:
https://www8.miamidade.gov/apps/rerlimpactFeesPayments/default.aspx
Payment can be made by Credit Card, Cash, Check or Cashiers's Check
Payable to Miami Dade County
Fee Type Dist Id' Category Cat Category Description Units Fee Extended Amount Deferred
Code Sufix Amount
AREA ..�..�.�.. ...�..
k $0.0
1.0 15002 00 UNIT SIZE (SQ FT) 3,800 $0.9180 $3,488.40
j (1.0 15002 00 UNIT SIZE SQ FT _ 4
� ( ) � (3,035) $0.9180 ($2,786.13)
FIRE �a $0.00
1.0 2007 00 RESIDENTIAL 0 $4216521 $0.00
ROAD $0 00
2.0 210 00 SINGLE-FAMILY DETACHED 0; $8,664.1980 $0.00
SCHL_ ._
1.0 5001 00 RESIDENTIAL UNIT 0 $612 00001 $0.00
Assessment Total Amount: $702.27
Deferral Amount: $0.00
Current Balance Due: $702.27
Report run on: March 02, 2018 07:47 AM Page 1 cf 1
Water and Sewer
PO Box 330316 • 3071 SW 38 Avenue
MIAMI-M E Miami, Florida 33233-0316
VERIFICATION FORM T 305-665-7471
THIS FORM IS NOT VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM
miamidade.gov
ATLAS PAGE: F-8 INV#: 47605 FORM #: 201870442 DATE: 4/3/2018
NAME OF OWNER: ISALVATORE INVESTMENTS INC M2018007351
PROPERTY ADDRESS: 128 NE 94 Sf—
PROPOSED USAGE /
NO. OF UNITS:
REPLACES: PREVIOUS
USAGE / NO. OF UNITS:
PROPERTY LEGAL:
SFR (PER PAPER PLANS)
(PER CCB#9456690881 & PTXA
MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 10-11-12 BLK 22
FOLIO NUMBER: 11-3206-013=2980^ GALLONS PER DAY INCREASE: 100
PROPOSED FLOW: 320 PREVIOUS SQUARE FOOTAGE: 528 ❑�/ NEW CONSTRUCTION
PREVIOUS FLOW: 220 PROPOSED SQUARE FOOTAGE: 4,572 ❑ INTERIOR RENOVATION
ADOPTED FLOW: L 0 l ❑ CRITICAL HABITAT ❑ SEWER ONLY
THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 3_ INCH
WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT
PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES
BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS
OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR
WITHDRAWAL.
Barbara S. Reding - New Business
BY: 4�Representative
NATURE OF REPRESENTATIVE AUTHORIZED BY
NEW BUSINESS COMMENTS:
WTR CC'S $139.00 & $90.00 WSC/$30.00 TOTAL $259.00""'PER DEV COMMITTEE
RESOLUTION THE DEVELOPER SHALL CONNECT TO THE EXISTING 3" WITH ONLY A 5/8
MTR**
THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _ _ INCH
GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE
THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER
SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A).
SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS
OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST
BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: ONE
HUNDRED [1001 GALLONS PER DAY INCREASE.
Barbara S. Reding - New Business
BY: (k—Representative
SIGN UR OF REPRESENTATIVE AUTHORIZED BY
NEW BUSINESS COMMENTS:
Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM)
or DOH Onsite Sewer Treatment & Disposal Rules & Statutes
THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT
GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE
PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE
AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND
CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS.
CONTACT NAME: IVON SANTAN Printed On: 4/3/2018 NB: Barbara S. Reding
CONTACT PHO - 214 12:30:10 PM PR:
AUTHORIZED BY:
Miami Shores Village
rye Building Department
10050 NE 2nd Ave.
F' 0 10 Miami Shores, FL 33138
305-795-2204 / Fax 305-756-8972
NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL • • • •
INSPECTOR UNDER THE FLORIDA BUILDING CODE. 000000
1(We) have been retained by to perform special inspector services ur:Ja the Florida' ..'
Y Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the
project on the below listed structure as of (date). I am a registered .... •
architectlprofessional engineer licensed in the State of Florida.
...... ....
Process Number: ..' .. • • • •
_ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5� Edition (2014) •
_ Miami Dade County Administrative Code, Article 11 Section B-22 Special Inspector for • • • •
_ Trusses > 35 ft. long or 6 ft. high • • •
_ Steel Framing and Connections welded or bolted
_ Soil Compaction
_ Precast Attachments
_ Roofing Applications, Lt. Weight. Insul, Conc.
Other
Note: Only the marked boxes apply.
The following individual(s) employed by this firm or me is authorized representative to perform
inspection*
I. 2.
3. 4.
*Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by
education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a
professional engineer or architect: graduation from an engineering education program in civil or structural engineering:
graduation from an architectural education program: successful completion of the NCEES Fundamentals Examination;
or registration as building inspector or general contractor.
I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel
performing inspection services.
I (we), understand that a Special Inspector inspection log for each building must be displayed in a
convenient location on the site for reference by the Miami Shores Building Department Inspector. All
mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores
Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to
the mandatory inspections performed by the department. Further, upon completion of work under each
Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed
inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and
professional judgment those portions of the project outlined above meet the intent of the Florida Building
Code and are in substantial accordance with the approval plans.
Signed and Sealed.,
Date: _
�t0
8254
I `
; �e����``
IIII
Engineer/Architect
Name
Print
Address k_1` 2 •mow l Z�l�
6000V
••••••
:0*00:
MecaWind Std v2.2.7.6 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright ww:w.mecaenterorises.com
Date 2/10/2018
Project No.
Company Name
Designed By
Address
Description New Gazebo
so go
City
Customer Name
*so •
State
Proj Location 128 NE 94 ST, Miam4 •••
••
File Location: C:\CLAUDIO\Work\New
Residence\NR017(Pedro)\Calc\Wind
Pressures 128 NE•94 6T(GAZRa% A?nd
Directional Procedure Simplified
Diaphragm
Building (Ch 27 Part 2)
•
Basic Wind Speed(V) =
175.00 mph
••••••
•
Structural Category =
II
Exposure Category =
C ••••
• •
••••
Natural Frequency =
N/A
Flexible Structure =
o
N•••••
••
Importance Factor =
1.00
Kd Directional Factor =
0.85
Alpha =
9.50
Zg =
900.00011•••
•
•••••
•••
At =
0.11
Bt =
1.00•0 ••
•
Am =
0.15
Bm =
0, 650000••
•
Cc =
0.20
1 =
500.00•ft • •
Epsilon =
0.20
Zmin =
15.00•ft •
• •
Pitch of Roof =
3 : 12
Slope of Roof(Theta) =
14.04•Deg •
•
h: Mean Roof Ht =
10.50 ft
Type of Roof =
HIPPED • • •
RHt: Ridge Ht =
12.00 ft
Eht: Eave Height =
9.00 Pt! •
••••••
OH: Roof Overhang at Eave=
2.00 ft
Overhead Type =
OH w/ soffit
•• •
Bldg Length Along Ridge =
25.50 ft
Bldg Width Across Ridge=
20.00 ft
Length of Hipped Ridge =
5.50 ft
Roof Slope on Hip End =
14.04 Deg
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht = 15.00 ft
lzm: Cc*(33/Zm)^0.167 = 0.23
Lzm: 1*(Zm/33)^Epsilon = 427.06 ft
Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/-0.18
Topographic Adjustment
0.33*z = 1.00
Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph
MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2
All pressures shown are based upon ASD Design, with a Load Factor of .6
2
See Fig 27.6-2 for
Parapet wind
WallPress]
See Table
Roof Pressures
27.6-2
E l"iain
Hipped Roof
Wind Dirccoon
MWFRS Pressures for Wind Normal to 25.5 ft wall (Normal to Ridge)
3
WALL PRESSURES PER TABLE 27.6-1
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir
= 0.78
h: Height to top of Windward Wall
= 9.00 ft
ph: Net Pressure at top of wall (windward + leeward)
= 38.70 psf
p0: Net Pressure at bottom of wall (windward + leeward)
= 38.70 psf
ps: Side wall pressure acting away from wall = .54 * ph
= -20.90 psf
pl: Leeward wall pressure acting away from wall = .38 * ph
= -14.71 psf
• •
pwh: Windward wall press @ top acting toward wall = ph-pl
= 23.99 psf
• • •
pw0: Windward wall press @ bot acting toward wall = p0-pl
= 23.99 psf
ROOF PRESSURES PER TABLE 27.6-2
••••••
h: Mean Roof Height
= 10.500 ft
••••
Lambda: Exposure Adjustment Factor
= 1.000
• •
Slope: Roof Slope
= 14.04 Deg
••••
Zone Load Casel Load Case2
• •
Psf Psf
••••••
1 -35.32 5.16
• •
2 -24.34 -7.20
• •
3 -36.05 .00
• • •
4 -32.18 .00
•• •
5 -26.37 .00
Note: A value of 10' indicates that the zone/load case
is not applicable.
ROOF OVERHANG LOADS (FIGURE 27.6-3):
LOAD CASE 1:
Povhl: Overhang pressure for zone 1
= -26.49 psf
Povh3: Overhang pressure for zone 3
= -27.03 psf
LOAD CASE 2:
Povhl: Overhang pressure for zone 1
= 3.87 psf
Povh3: Overhang pressure for zone 3
= .00 psf
Notes - Normal to Ridge
MWFRS Pressures for Wind Normal to 20 ft wall (Along Ridge)
WALL PRESSURES PER TABLE 27.6-1
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir
= 1.28
h: Height to top of Windward Wall
= 9.00 ft
ph: Net Pressure at top of wall (windward + leeward)
= 37.32 psf
p0: Net Pressure at bottom of wall (windward + leeward)
= 37.32 psf
ps: Side wall pressure acting away from wall = .57 * ph
= -21.18 psf
pl: Leeward wall pressure acting away from wall = .35 * ph
= -13.05 psf
pwh: Windward wall press @ top acting toward wall = ph-pl
= 24.27 psf
pw0: Windward wall press @ bot acting toward wall = p0-pl
= 24.27 psf
ROOF PRESSURES PER TABLE 27.6-2
h: Mean Roof Height
= 10.500 ft
Lambda: Exposure Adjustment Factor
= 1.000
Slope: Roof Slope
= 14.04 Deg
Zone Load Casel Load Case2
Psf Psf
------------------------
1 -35.32 5.16
• 2 -24.34 -7.20
3 -36.05 .00
4 -32.18 .00
5 -26.37 .00
Note: A value of 10' indicates that the zone/load case
is not applicable.
ROOF OVERHANG LOADS (FIGURE 27.6-3):
LOAD CASE 1:
Povhl: Overhang pressure for zone 1
= -26.49 psf
Povh3: Overhang pressure for zone 3
= -27.03 psf
LOAD CASE 2:
Povhl: Overhang pressure for zone 1
= 3.87 psf
4
Povh3: Overhang pressure for zone 3
Notes - Along Ridge
Wind Pressure on Components and Cladding (Ch 30 Part 1)
.00 psf
' � F �� 44 i •• •
• •
Ivan$ a Rip Roof 7 < $ --- 27 ......
•
All pressures shown are based upon ASD Design, with a Load Factor of .6 �••:•:
Width of Pressure Coefficient Zone "a" _ = 3.00 ft • •
Description Width Span Area Zone Max Min Max P Min P •• •
ft ft ft^2 GCp GCp psf psf
-----------------------------------------------------------------------
Window 5.00 2.00 10.0 4 1.00 -1.10 40.05 -43.45
Window 5.00 2.00 10.0 5 1.00 -1.40 40.05 -53.63
Door 5.00 2.00 10.0 4 1.00 -1.10 40.05 -43.45
Door 5.00 2.00 10.0 5 1.00 -1.40 40.05 -53.63
Roof Zone 1 5.00 2.00 10.0 1 0.50 -0.90 23.08 -36.66
Roof Zone 2 5.00 2.00 10.0 2 0.50 -1.70 23.08 -63.81
Roof Zone 3 5.00 2.00 10.0 3 0.50 -1.70 23.08 -63.81
Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85
Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf
5
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Wood Connectors
Jack Truss I(Gazebo)
Jack Truss Length = 7
feet
OH Witdh= 2
feet
Truss Spacing = 2
feet
Donwload: Roof Area = 2
X 4.5
=
9.00 sft
Dead Loads (DL) =
25.00
psf
X Area = 25.00
X
9.00 =
225 Ibs
Live Loads (LL) =
30.00
psf
X Area = 30.00
X
9.00 =
270 Ibs
Download =
DL+
U.
=
495 lbs
Uplift:
Roof Preassure Allow. (x0.6)=
63.81
psf
Roof Area = 2
X
4.5 =
9.00 sft
• • • •
OH Preassure Allow. (x0.6)=
27.03
psf
OH Area = 2
X
2 =
4.00 sft• •
""
"" •'
0.6 x Wind Loads (WL) =
63.81
X
9.00 + 27.03
X
4.00 =
682.41 Ibs • •
i • • •
• •
Dead Loads (DL) for Uplift =
10.00
psf
••••••
•
• ••
••••••
Uplift =
0.6 x DL+ 0.6 x WL
=
-592.41 Ibs • • • •
• •
• •
Lateral Force:
• • • •
•
' • • "
Slope= 3:12
••�••�
•• ••
•••�••
•• •
•••••
••••••
Area 1 = 0.88
X 2
=
1.75 sft
'
Area 2 = (slope x L/2 z (oH+IL-oHl/2)
=
3.94 sft
• •
• •
• • • • • •
F1 (Perp. To wall)=
38.70
psf
X Areal = 38.70
X
1.75 =
67.73 Ibs: • • •
•
• • • •
F2 (Paralell to wall)=
20.90
psf
X Area2 = 20.90
X
3.94 =
8.23 Ibs
• • •
Number of Trusses:
10
USE: Connector Label: 1
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
Fl (Ibs)
F2 (Ibs)
Fasteners
NVSTA 22
NU VUE
NOA 16-0201.22
05/22/2018
1331
1430
887
(8) 10d x 1 1/12 into wood truss &
(6) 10 d x 1 1/2 into seat truss
Total
1,331
1,430
887
Uplift act
+ Fl act
Uplift allow
F3 allow
592
+ 68
1,331
1,430
+ F7 a,7 <_ 1.00
+ 8
887
0.50
<_ 1.00
<_ 1.00 OK
7
Wood Connectors
Jack Truss 2(Gazebo)
Jack Truss Length = 7
feet
OH Witdh= 7
feet
Truss Spacing = 2
feet
Donwload: Roof Area = 2
X 4.5
=
9.00 sft
Dead Loads (DL) =
25.00
psf
X Area = 25.00
X
9.00 =
225 Ibs
Live Loads (LL) =
30.00
psf
X Area = 30.00
X
9.00 =
270 Ibs
Download =
DL+ LL
=
495 Ibs
Uplift:
Roof Preassure Allow. (x0.6)=
63.81
psf
Roof Area = 2
X
4.5 =
9.00 sft
0000
OH Preassure Allow. (x0.6)=
27.03
psf
OH Area = 2
X
4.5 =
9.00 sft • •
• •
• •' •
"' • "
0.6 x Wind Loads (WL) =
63.81
X
9.00 + 27.03
X
9.00 =
817.56 Ibs •
i • • • •
• •
••••••
Dead Loads (DL) for Uplift =
10.00
psf
••••••
•
• ••
Uplift =
0.6 x DL+ 0.6 x WL
-
-
-727.56 Ibs ••••
• •
••••••
• •
Lateral Force:
"• •
'
""'
Slope= 3:12
••�••�
•• ••
•••�••
•• •
•••••
••••••
Area 1 = 0.88
X 2
=
1.75 sft
•
Area 2 = (Slope x i/z x (OHNL-oH)/zi
=
6.13 sft
• •
• •
0000 • •
F1 (Perp. To wall)=
38.70
psf
X Areal = 38.70
X
1.75 =
67.73 Ibs • • •
• • • •.
F2 (Paralell to wall)=
20.90
psf
X Area2 = 20.90
X
6.13 =
12.80 Ibs
• • •
Number
of Trusses:
10
USE: Connector Label- 1
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (lbs)
Fl (Ibs)
F2 (Ibs)
Fasteners
NVSTA 22
NU-VUE
NOA 16-0201.22
05/22/2018
-
1331
1430
887
(8) 10d x 1 1/12 into wood truss &
(6) 10 d x 11/2 into seat truss
Total
1,331
1,430
887
Uplift act
+ Fl ad
Uplift allow
F3 allow
728
+ 68
1,331
1,430
+ F2 act 5 1.00
F2 allow
+ 13 5 1.00
887
0.62 5 1.00 OK
!J
Wood Trusses Reactions: T-1(Gazebo)
Trusse Length =
24.00 ft
L 1= Overhang =
2.00 ft
Truss Span =
20.00 R
Dead Loads (DL) =
25.00 psf
Uve Loads (U.) =
30.00 psf
TOTAL LOADS (W= DL+LL) =
55.00 psf
- Long. Trib=
2.00 feet
TOTAL LOADS (W) =
Total Load X Long. Trib
TOTAL LOADS (W= DL+UL) =
110.00 pound/ feet
DL+LL
Concentrated (min 0, max 5)
Dist. From
Px =
lbs
0.00
Px =
Ibs
0.00
IF, =
Ibs
0.00
w- Distributed (min 0, max 5)
Starts (ft) Ends (ft)
W-
OL+ ILL
w
A
_
8
LL
a - Li
L2 0
- LL
Lt
L2
L3
•
Determine Reactions:
RB = 1,320.00 lbs
_
RA= 1,320.00 lbs
Uplift
Dead Loads (DL) =
10.00 psf
Roof Zone = 1
Wind Zone l =
36.66 psf
Roof Zone = 2
Wind Zone 2 •
63.81 psf
Roof Zone = 3
Wind Zone 3 =
63.81 psf
Overhang=
Wind Zone Overhang=
26.49 psf
Zone - 1
:.of
net uplift z, 1=
-26.66 psf
Roof Zone = 2
net uplKt zone z=
-53.81 psf
Roof Zone = 3
Net Uplift Zone 3=
-53.81 psf
Overhang=
Wind zone Overhang =
-26.49 psf
Long. Trib =
2.00 feet
TOTAL LOADS (W) = Net
Uplift X Long. Trib
Zone 3 a =
3.00 feet
Overhang Ls=
2.DO feet
Zone 1 Lx=
6.00 feet
Zone 2 Ls =
6.00 feet
Uplift
Concentrated (min 0, max 5) Dist. From
Pt =
0.00 Ibs 0.0v
Px =
0.00 Ibs 0.00
P3=
O.00 ms 0.70
Lateral Force:
Slope = 3:12
Area 1 = 1.75
Area 2 = 1.75
F1(Perp. To wall)=
F2 (Paralell to wall)=
IMF- fnnn.r+nr 1=6ab
P (lbs)
Arm (ft)
Mx (ft-lb)
0.00
0.00
0.00
0..
0.00
0.00
0.001
0.001
0.00
1,44V.UV
1V.W
14,4W.W
• • • •
0.001
0. DO 111
0.00
• •
0.001
0.00
0.D)
• •
••••
26,400.00 M
• • •
• • •
20.D0
Arm
• • •
1,320.00
RB
•
10320.00
RA
••••••
•
••••
• •
W-0.6 xDL+O.6 x1ML
• •
••••••
•
•
V t(Zone3)
W2(Zan•t) s
WD(Zone2
A
wK ne•)
WF�oree3�
•
•
i
ffA�
• •
• •
L2
L3
• L26
• •• •
a -•.t LL
•• •
P (lbs) Arm (ft) I MA (ft-lb)
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00 0.00 (cock -wise Positivrl
X 2.00 = 3.50 sft
X 12.00 = 21.00 sft
38.70 psf X Areal = 38.70 X 3.50 = 135.45 lbs
20.90 psf X Area2 = 20.90 X 21.D0 = 36.58 lbs
Number of Trusses: 12
Model
Manufacturer
Approval
Exp. Date
Down [lbs)
Uplift (lbs)
F2 (lbs)
F2 (lbs)
Fasteners
NVHTA-22H
NU-VUE
NOA 15-0507.03
07/30/2020
-
3117
2175
1575
(18) 10d x 11/12 into strap & (6) 10 d x 11/2 into seat plate
Total
0
3,117
2,175
1,575
Uplift act
+ F3 act
Uplift allow
F1 allow
1,072 +
135
3,117
2,175
+ F2 act 5
1.00
F2 allow
37 5
1.00
1,575
0.43 _
1.00
OK
E
Wood Connectors
T-2(Gazebo)
- Truss Length = 24
feet
OH Witdh= 2
feet
Truss Spacing = 2
feet
Donwload: Roof Area = 2
X 12
=
24.00 sft
Dead Loads (DL) =
25.00
psf
X Area = 25.00
X
24.00 =
600 Ibs
Live Loads (LL) =
30.00
psf
X Area = 30.00
X
24.00 =
720 Ibs
` Download =
DL+
LL
=
1,320 lbs
Uplift: a =
3.00 feet
Roof Preassure Allow. Zone 1=
36.66
psf
Roof Area = 2
X
6 =
12.00 sft
• • • •
Roof Preassure Allow. Zone 2=
68.58
psf
Roof Area = 2
X
6 =
12.00 sft
• •
• • • •
OH Preassure Allow. =
26.49
psf
OH Area = 2
X
12 =
24.00 sft
• • •
: • • • •
0.6 x Wind Loads (WL) =
36.66
X
12.00 + 68.58
X
12.00 +
26.49 X
• •2jii
1898.64•
Dead Loads (DL) for Uplift =
10.00
psf
see*
• •
* Uplift =
0.6 x DL+ 0.6 x WL
=
-1658.64 Ibs
Lateral Force:
••i••i
•••.••
Slope = 3:12
Area 1 = 1.75
X 2
=
3.50 sft
•
• •
Area 2 = (slope K U2 x (oH+(L-OH)/2)
=
39.00 sft
•' •
'
F1 Per To wall )=
( p. )-
38.70
psf
X Areal = 38.70
X
3.50 =
135.45 Ibs
• • •
• • •
• • •
F2 (Paralell to wall)=
20.90
psf
X Area2 = 20.90
X
39.00 =
67.93 Ibs
Number of Trusses:
12
USF- Cnnneetnr I ahal- 7
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
Fl (Ibs)
F2 (Ibs)
Fasteners
NVHTA-22H
NU-VUE
NOA 15-0507.03
07/30/2020
-
3117
2175
1575
(18) 10d x 1 1/12 into strap & (6) 10 d x
1 1/2 into seat plate
Total
3,117
2,175
1,575
Uplift act + Fl act + F2 act
Uplift allow Fl allow F2 allow
1,659 + 135 + 68
3,117 2,175 1,575
0.64
<_ 1.00
5 1.00
5 1.00 OK
10
Wood Trusses Reactions: G-I(Gazebo)
Trusse Length =
24.00 ft
_ L 1= Overhang =
2.00 ft
Truss Span =
200.0.3 ft
Dead Loads (DL) =
25.00 psf
Live Loads (LL) =
30.00 psf
TOTAL LOADS (W= DL+LL) =
55.00 psf
" Long. Trib =
3.50 feet
' TOTAL LOADS (W) =
Total Load X Long. Trib
TOTAL LOADS (W= DL+UL) =
192.50 pound/ feet
s DL+LL
Concentrated (min 0, max 5)
Dist. From
Ps =
It,
0.00
P2 =
Ibs
0.00
P3 =
Ibs
0.00
Distributed (min 0, max 5)
Starts Iftl Ends (ft)
W -DL+ LL
TA
-�
8
Lt
a - Lt
L2
0 - Lt
Lt
L2
L3
0
W � = i0.00
Ibs/ft 1 0.001
0.001 0.00
W L. = I0.00
Ibs/ft 1 0.001
0.001 0.00
Determine Reactions:
RB= 2,310.00 lbs
-
RA= 2,310.00 Ibs
Uplift
Dead Loads (DL) =
10.D0 psf
Roof Zone = 1
W nd Zone 1=
36.66 psf
Roof Zone =2
Wind Zone •
63.81 psf
Roof Zone = 3
Wind Zone 3 =
53.81 psf
Overhang=
Wind zone Overhang =
26.49 psf
Roof Zone = 1
net Uplift Zone s=
-26.66 psf
Roof Zone = 2
Net Uplift Zane 2=
-53.81 psf
Roof Zone = 3
Net Uplift zone 3=
-53.81 psf
Overhang=
Wind Zone Overhang =
-26.49 psf
Long. Trib =
3.50 feet
TOTAL LOADS (W) = Net
Uplift X Long. Trib
Zone 3 a =
3.00 feet
Overhang Ls=
2.00 feet
Zone 1 La =
6.00 feet
Zone 2 La =
6.00 feet
Uplift
Concentrated (min 0, max 5) Dist. From
Pt =
0.00 Ibs 0.00
PZ =
0.00 bs 0.00
P,=l
0.00 bs 0.00
Lateral Force:
Slope = 3:12
Area 1= 1.75
Area 2 = 1.75
F1(Perp. To wall)=
F2 (Paralell to wall)=
Mr. Cnnnertnr lahel• 3
P (Ibs)
Arm (ft)
Ma (ft-lb)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
lu.w
Zq[w.w
• • • •
0.00
0.00
0.00
• •
0.001
0.00
0.00
• •
••••
46,200.00 M
• • •
• • •
20.00
Arm
• • •
2,310.00
RB
•
2,310.00
RA
••••••
•
••••
• •
W-0.6x DL+D.6 VOLx
• •
••••••
••••••
••••
Wi(Zone3) r
W2(Zonet) w
W3(Zoru2
%"Z
wtm-*3j •
TA
• • •
B
• •
•
LL a - It
L2
W
• L2•
o -!1 Lt
• • •
Y• •
P (Ibs) Arm (ft) Mx (ft-lb)
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.. 0.00 ;Clock -wise positive)
X 3.50 = 6.13 sft
X 12.00 = 21.00 sft
38.70 psf X Areal = 38.70 X 6.13 = Z37.04 Ibs
20.90 psf X Area2 = 20.90 X 21.00 = 36.58 lbs
Number of Trusses: 12
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
FS (Ibs)
F2 (Ibs)
Fasteners
NV358-22
NU-VUE
NOA 15-0507.03
07/30/2020
-
3367
2758
2942
(16) 10d X 3" NAILS INTO WOOD STRAPS & (8) 10d X 3" NAILS
INTO SEAT TRUSS
Total
0
3,367 1
2,758 1
2,942
Uplift act
+ Fl act
+ F2 act s 1.00
Uplift allow
Fl allow
F2 allow
1,875
+ 237 +
37 s 1.00
3,367
2,758
2,942
0.66 5 1.00
OK
11
Wood Connectors
G-2(Gazebo)
- Truss Length = 24
feet
OH Witdh= 2
feet
Truss Spacing = 3.5
feet
Donwload: Roof Area = 3.5
X 12
=
42.00 sft
Dead Loads (DL) =
25.00
psf
X Area = 25.00
X
42.00 =
1,050 Ibs
Live Loads (LL) =
30.00
psf
X Area = 30.00
X
42.00 =
1,260 Ibs
Download =
DL+
LL
=
2,310 Ibs
Uplift: a =
3.00 feet
Roof Preassure Allow. Zone 1=
36.66
psf
Roof Area = 3.5
X
6 =
21.00 sft
6646
Roof Preassure Allow. Zone 2=
68.58
psf
Roof Area = 3.5
X
6 =
21.00 sft
• •
• • • •
• • • • • •
OH Preassure Allow. =
26.49
psf
OH Area = 3.5
X
12 =
42.00 sft
• • •
i • • • •
• •
••••••
• ••
••••••
0.6 x Wind Loads (WL) =
36.66
X
21.00 + 68.58
X
21.00 +
26.49 X
• �ii
3322.62•
• •
Dead Loads (DL) for Uplift =
10.00
psf
• • • •
• •
i • • • • a
Uplift =0.6xDL+0.6xWL
=
-2902.62lbs
••••
•
�•�•••
Lateral Force:
••i••i
•••i••
•••••
••••••
Slope = 3:12
•• ••
•• •
•
Area 1= 1.75
X 3.5
=
6.13 sft
: •
• •
• • • • •
Area 2 = (slope x i/2 x (OH+(L-oH)/2)
=
39.00 sft
: • • •
•
. • • •
F1 (Perp. To wall)=
38.70
psf
X Areal = 38.70
X
6.13 =
237.04 Ibs
• • •
F2 (Paralell to wall)=
20.90
psf
X Area2 = 20.90
X
39.00 =
67.93 Ibs
Number of Trusses:
12
USE: Connector Label: 3
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
Fl (Ibs)
F2 (Ibs)
Fasteners
NV358-22
NU-VUE
NOA 15-0507.03
07/30/2020
-
3367
2758
2942
STRAPS & (8) 10d X 3" NAILS INTO SEAT
Total
3,367
2,758
2,942
Uplift act + F3 act + F2 act 5 1.00
Uplift allow F3 allow F2 allow
2,903 + 237 + 68 5 1.00
3,367 2,758 2,942
0.97 5 1.00 OK
12
e
c
^
L "V-e, 'I -5t 'k. J—, I
0000 of see
c4 1 [\t- f t T . .
�J Jf/1/ /p''�� { { (yam{.,+, } • _ 4 /
00 a **Go-:
• • • •- •
•
00900
is ,,,,,,,,, `` � y.�. . j �/ (`- • • _..• •
.. ...
13
Concrete Beam
Lic #: KW-06011763
Description : R13-1
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc 1/2 = 4 ksi lb Phi Values Flexure : 0.90
fr = fc 7.50 = 474.342 psi Shear: 0.750
yf Density = 145.0 pcf R 1 = 0.850
X LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi Fy - Stirrups 40.0 ksi
fy - Main Reba=
60.0 ksi E - Stirrups = 29,000.0 ksi
E - Main Reba=
29,000.0 ksi Stirrup Bar Size # 3
Number of Resisting Legs Per Stirrup = 2
............ ............................................................... I.................. ..... _.— ...... -....
......
D(1.05) Lr(1.26) W(-3.658)
9.50
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 9.50 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.30, Lr = 0.360, W = -1.045
Uniform Load on ALL spans : D = 0.30, Lr = 0.360, W = -1.045 k/ft
Point Load : D = 1.050, Lr = 1.260, W = -3.658 k @ 5.0 ft
•••.••
f • •
246 at 2.0 in from Top, from 0.0 to 9.50 ft in this span
Service loads entered. Load Factors will be applied for calculations.
- DESIGN SUMMARY
.
•
_. _---- -
f Maximum Bending Stress Ratio
----...............
0.904 : 1
....... ..................................... _ ........ -
Maximum Deflection
..........
Section used for this span
Typical Section
Max Downward Transient Deflection
0.025 in Ratio =
4523 —361
Mu : Applied
32.273 k-ft
Max Upward Transient Deflection
-0.179 in Ratio =
638 —36f
Mn 'Phi :Allowable
35.717 k-ft
Max Downward Total Deflection
0.000 in Ratio =
999 <180.1
Max Upward Total Deflection
0.000 in Ratio =
999 <180.
Location of maximum on span
5.001 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
... ......... . ............ ..........
Support notation : Far left is #'
........
.....
Load Combination
Support 1 Support 2
Overall MAXimum
-6.696 -6.889
Overall MlNimum
-0.632 -0.663
+D+H
2.382 2.437
+D+L+H
2.382 2.437
+D+Lr+H
4.688 4.810
+D+S+H
2.382 2.437
+D+0.750Lr+0.750L+H
4.112 4.217
14
Concrete Beam
_ Description : RB-1
Vertical Reactions
Support notation : Far left is #,
Load Combination
Support 1 Support 2
" +D+0.750L+0.750S+H
2.382 2.437
+D+0.60W+H
-1.636 -1.697
+D+0.70E+H
2.382 2.437
+D+0.750Lr+0.750L+0.450W+H
1.098 1.117
+D+0.750L+0.750S+0.450W+H
-0.632 -0.663
+D+0.750L+0.750S+0.5250E+H
2.382 2.437
+0.60D+0.60W+0.60H
-2.589 -2.671
+0.60D+0.70E+0.60H
1.429 1.462
DOnly
2.382 2.437
•����•
Lr Only
2.307 2.373
• •
• • •
••••
••••••
�
L Only
•• •
•• •
•
S Only
••••••
• ••
••••••
W Only
-6.696 -6.889
• • • • • •
•
• •
E Only
• • • •
• •
• •
H Only
�••••�
�•••••
•••••
Shear Stirrup Requirements
••••••
••••
•••••
Between 0.00 to 4.12 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min
9.6.3.3, use stirrups spaced at 5.000 in
•• •
`• • • • •
Between 4.14 to 5.19 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced at 0.000 in
• • •
•
•
Between 5.21 to 9.48 ft, PhiVc < Vu, Req'd Vs = 2.140, use stirrups spaced at 5.000 in
• •
• •
• • • • : •
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress
Resutte (Itft)
• • •
; �';
Segment Length
Span #
in Span Mu:
Max Phi'Mnx Stress Rativ •
MAXimum BENDING Envelope
Span # 1
1
9.500
32.27
35.72
0.90
+1.40D+1.60H
Span # 1
1
9.500
9.73
35.72
0.27
+ 1. 2 0 D+0. 50 L r+ 1. 60 L+ 1. 60 H
Span # 1
1
9.500
11.86
35.72
0.33
+1.20D+1.60L+0.50S+1.60 H
Span # 1
1
9.500
8.34
35.72
0.23
+ 1.20 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
9.500
19.59
35.72
0.55
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
9.500
9.38
35.72
0.26
+1.20D+1.60 Lr-0.50W+1.60H
Span # 1
1
9.500
29.80
35.72
0.83
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
9.500
8.34
35.72
0.23
+1.20D+1.60S+0.50W+1.60H
Span # 1
1
9.500
-1.87
35.72
0.05
- +1.20D+1.60S-0.50W+1.60H
Span # 1
1
9.500
18.55
35.72
0.52
+1.20D+0.50Lr+0.50L+W+1.60H
Span # 1
1
9.500
-8.56
35.72
0.24
+1.20D+0.50Lr+0.50L-W+1.60H
Span # 1
1
9.500
32.27
35.72
0.90
+1.20D+0.50L+0.50S+W+1.60 H
Span # 1
1
9.500
-12.08
35.72
0.34
+1.20D+0.50 L+0.50S-W+1.60 H
Span # 1
1
9.500
28.76
35.72
0.81
+1.20D+0.50 L+0.20S+E+1.60H
Span # 1
1
9.500
8.34
35.72
0.23
+0.90D+W+0.90H
Span # 1
1
9.500
-14.16
35.72
0.40
+0.90D-W+0.90H
Span # 1
1
9.500
26.67
35.72
0.75
+0.90D+E+0.90H
Span # 1
1
9.500
6.25
35.72
0.18
Overall Maximum Deflections
Load Combination Span
Max. " " Defl Location
in Span Load Combination
Max. "+"
Defl Location
in Span
1
0.0000
0.000 W Only
-0.1786
4.750
15
Concrete Beam
Lic # : KW-06011763
Description : R13-2
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
....._. _. .
fc 1/2= 4.0 ksi
Phi Values Flexure: 0.90
1
fr = fc 7.50 = 474.342 psi
Shear: 0.750
. •
yl Density = 145.0 pcf
Q =
0.850
I
LtWt Facto = 1.0
i
Elastic Modulus 3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy -Main Reba--60.0 ksi
E - Stirrups
29,000.0 ksi
•
. ' • •
E - Main Reba= 29,000.0 ksi
Stirrup Bar Size #
3
• •
• • • • •
Number of Resisting
Legs Per Stirrup =
2
. y.. •. a '..'
__ ......... ............................ .• _... _...... _..._._..•_.....
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
245 at 2.0 in from Bottom, from 0.0 to 9.670 ft in this span
Span #2 Reinforcing....
245 at 2.0 in from Bottom, from 0.0 to 9.670 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.1120, Lr = 0.1350, W =-0.3920
245 at 2.0 in from Top, from 0.0 to 9.670 ft in this span
245 at 2.0 in from Top, from 0.0 to 9.670 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans: D = 0.1120, Lr = 0.1350, W =-0.3920 k/ft
DESIGN SUMMARY
4aximum Bending Stress Ratio =
Section used for this span
Mu: Applied
Mn * Phi: Allowable
Location of maximum on span
Span # where maximum occurs
0.317 : 1
Typical Section
-8.298 k-ft
26.197 k-ft
0.000 ft
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.003 in Ratio =
43692 -36r
Max Upward Transient Deflection
-0.008 in Ratio =
15047-36i
Max Downward Total Deflection
0.000 in Ratio =
999 <180.
Max Upward Total Deflection
0.000 in Ratio =
999 <180,,.
Vertical Reactions Support notation : Far left is #
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
-1.421
.738
-1.421
Overall MlNimum
-0.096
-0.321
-0.096
+D+H
0.757
2.522
0.757
+D+L+H
0.757
2.522
0.757
+D+Lr+H
1.246
4.154
1.246
+D+S+H
0.757
2.522
0.757
+D+0.750Lr+0.750L+H
1.124
3.746
1.124
16
Concrete Beam
KW-06011763
Description : RB-2
Vertical Reactions
Support notation
: Far left is #'
Load Combination
Support 1
Support 2
Support 3
+D+0.750L+0.750S+H
0.757
2.522
0.757
- +D+0.60W+H
-0.096
-0.321
-0.096
+D+0.70E+H
0.757
2.522
0.757
+D+0.750Lr+0.750L+0.450W+H
0.484
1.614
0.484
+D+0.750L+0.750S+0.450W+H
0.117
0.390
0.117
+D+0.750L+0.750S+0.5250E+H
0.757
2.522
0.757
+0.60D+0.60W+0.60H
-0.399
-1.330
-0.399
+0.60D+0.70E+0.60H
0.454
1.513
0.454
D Only
0.757
2.522
0.757
• •
Lr Only
0.490
1.632
0.490
• •
• • •
••••
••••••
�
L Only
•• •
•• •
•
•
SOnly
•••�••
• ••
••••••
W Only
-1.421
-4.738
-1.421
E Only
• • • •
• •
• •
HOnly
••••
•
•••••
Shear Stirrup Requirements
••••••
••••
•••••
Between 0.00 to 9.12 ft, Vu < PhiVc/2,
Req'd Vs = Not
Reqd 9.6.3.1,
use stirrups spaced
at 0.000 in
���'
��
•-• • • •
Between 9.16 to 10.18 ft, PhiVc/2 < Vu
<= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 5.000 in
• • •
•
•
Between 10.22 to 19.30 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced
at 0.000 in
• •
• •
• • ••: •
Maximum Forces & Stresses
for Load Combinations
Load Combination
Location (ft)
Bending Stress Results ( IFft)
• • •
: `�'
Segment Length
Span #
in Span
Mu: Max Phi'Mnx
Stress Ratio •
MAXimum BENDING Envelope
Span # 1
1
9.670
-8.13
26.20
0.31
Span # 2
2
9.670
-8.30
26.20
0.32
+1.40D+1.60H
Span # 1
1
9.670
-3.35
26.20
0.13
Span # 2
2
9.670
-3.41
26.20
0.13
+ 1.2 0 D+0.50 L r+ 1.60 L+ 1.60 H
Span # 1
1
9.670
-3.64
26.20
0.14
Span # 2
2
9.670
-3.72
26.20
0.14
+1.20D+ 1.60 L+0.50S+1.60H
Span # 1
1
9.670
-2.87
26.20
0.11
Span # 2
2
9.670
-2.93
26.20
0.11
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
9.670
-5.34
26.20
0.20
Span # 2
2
9.670
-5.45
26.20
0.21
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
9.670
-3.10
26.20
0.12
Span # 2
2
9.670
-3.16
26.20
0.12
- +1.20D+1.60Lr-0.50W+1.60H
Span # 1
1
9.670
-7.59
26.20
0.29
Span # 2
2
9.670
-7.74
26.20
0.30
+1.20D+0.50 L+1.60S+1.60 H
Span # 1
1
9.670
-2.87
26.20
0.11
Span # 2
2
9.670
-2.93
26.20
0.11
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
9.670
-0.62
26.20
0.02
Span # 2
2
9.670
-0.64
26.20
0.02
+1.20 D+ 1.60 S-0.50 W +1.60 H
Span # 1
1
9.670
-5.11
26.20
0.20
Span # 2
2
9.670
-5.22
26.20
0.20
+ 1. 20 D+0. 50 L r+0. 50 L+ W + 1. 60 H
Span # 1
1
9.670
0.85
26.20
0.03
Span # 2
2
9.670
0.87
26.20
0.03
+ 1. 2 0 D+0. 50 L r+0. 50 L- W+ 1.60 H
Span # 1
1
9.670
-8.13
26.20
0.31
Span # 2
2
9.670
-8.30
26.20
0.32
+1.20D+0.50 L+0.50S+W+1.60H
Span # 1
1
9.670
1.62
26.20
0.06
Span # 2
2
9.670
1.66
26.20
0.06
+ 1. 20 D +0.50 L+0. 50 S- W + 1.60 H
Span # 1
1
9.670
-7.36
26.20
0.28
Span # 2
2
9.670
-7.51
26.20
0.29
17
Concrete Beam
Lic.#: KW-06011763
Description : R13-2
• Load Combination
Location (ft)
Bending Stress Results (k-ft )
Segment Length
Span #
in Span
Mu: Max
Phi*Mnx Stress Ratio
+1.20D+0.50L+0.20S+E+1.60H
_ Span # 1
1
9.670
-2.87
26.20 0.11
Span # 2
2
9.670
-2.93
26.20 0.11
+0.90D+W+0.90H
Span # 1
1
9.670
2.34
26.20 0.09
Span # 2
2
9.670
2.39
26.20 0.09
+0.90D-W+0.90H
Span # 1
1
9.670
-6.64
26.20 0.25
Span # 2
2
9.670
-6.78
26.20 0.26
+0.90D+E+0.90H
0000
Span # 1
1
9.670
-2.15
26i20 • 0.0 ••..
..,,,,
Span # 2
2
9.670
-2.20
26'.JO. ; 0.0$, .
•
•
Overall Maximum Deflections
000000 : '„'
. •. •:.
Load Combination Span
Max. "" Defl Location
in Span Load Combination
• • Mex.: +" Defl Lowtion in Span ,
1
0.0000
0.000 W Only
• • • •-0.007A •
�•.•.-0.007?.'**•'
�•� . .
4.006 •
2
0.0000
0.000 W Only
5.664,,,,
•
18
-�,
•
.... . .....
...... .... .....
.... .. ... .
.... ... ......
19
Steel Column
Description
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSS6x6x3/16
Overall Column Height 11 ft
Analysis Method : Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy : Steel Yield 46.0 ksi
X-X (width) axis:
E : Elastic Bending Modulus 19,000.0 ksi
Unbraced Length for X-X Axis buckling = 11 ft, K = 1.Q • •
Y-Y (depth) axis : •
Unbraced Length for Y-Y Axis budding. V ft, K = i.b•' Gee*:*••
. .• • .
Applied Loads
Service loads entered. Load Factb" Wi# be applied fop ealculatioss.•.: •
Column self weight included : 159.830 Ibs Dead Load Factor • • • • • • • • •
AXIAL LOADS ...
• • • • • • •
Axial Load at 11.0 ft, D = 3.20, LR = 2.860, W = -8.310 k • • • • • • : • • • • • .....
DESIGN SUMMARY
...... ......
... •
Bending &Shear Check Results
......
•
PASS Max. Axial+Bending Stress Ratio =
0.08321 : 1 Maximum Load Reactions;";'; •
Load Combination
+D+Lr+H Top along X-X • • 0.3 • • • •: •
Location of max.above base
t. • •
0.0 ft Bottom along X-X 0. k . •
•:
At maximum location values are ...
Top along Y-Y •. • • 0.0 k.
Pa: Axial
6.220 k Bottom along Y-Y 0.� �•'.'
Pn / Omega: Allowable
74.750 k
Ma-x : Applied
0.0 k-ft Maximum Load Deflections ...
Mn-x / Omega: Allowable
16.279 k-ft Along Y-Y 0.0 in at 0.0ft above base
For load combination :
Ma-y :Applied
0.0 k-ft
Mn-y / Omega: Allowable
16.279 k-ft Along X-X 0.0 in at 0.0ft above base
for load combination :
PASS Maximum Shear Stress Ratii 0.0 : 1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are ...
Va : Applied 0.0 k
Vn / Omega: Allowable 0.0 k
Load Combination Results
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+L+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+Lr+H
0.083
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+S+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.074
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.60W+H
0.016
PASS
11.00 ft
0.000
PASS
0.00 ft
+D+0.70E+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.024
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.005
PASS
11.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E+H
0.045
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.028
PASS
11.00 ft
0.000
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.027
PASS
0.00 ft
0.000
PASS
0.00 ft
Maximum Reactions Note: Only non -zero reactions are listed.
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
+D+H 3.360
20
Steel Column
Lic # : KW 06011763
Description : HSS-1(Gazebo)
- Maximum Reactions
Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments
Load Combination
@ Base
@ Base @ Top
@ Base @ Top
@ Base
@ Top @ Base @ Top
+D+L+H
3.360
+D+Lr+H
6.220
+D+S+H
3.360
+D+0.750Lr+0.750L+H
5.505
+D+0.750L+0.750S+H
3.360
+D+0.60W+H
-1.626
+D+0.70E+H
3.360
+D+0.750Lr+0.750L+0.450W+H
1.765
+D+0.750L+0.750S+0.450W+H
-0.380
,,,*
• •
+D+0.750L+0.750S+0.5250E+H
3.360
• • •••• ••••••
• • • ,
+0.60D+0.60W+0.60H
-2.970
•• • •• • ,
+0.60D+0.70E+0.60H
2.016
""' • • • • • • • • • •
•
DOnly
3.360
•••••• • • •
LrOnly
2.860
•,••••,
•••••
L Only
�� ���
�:.
,,,, , 0•000
S Only
W Only
-8.310
•••••• •••• ••:•••
• • • • •
EOnly
•• •• •• • ••••••
,
H Only
������ •
, , , •
Extreme Reactions
•
• • • • ••••••
,,,,,,
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End f4melofs.
k-ft My - End Momerh .
Item Extreme Value
@ Base
@ Base @ Top
@ Base @ Top
@ Base
•LID Tdp P-EP use, @ Top •
Axial @ Base Maximum
6.220
" Minimum
-8.310
Reaction, X-X Axis Base Maximum
3.360
" Minimum
3.360
Reaction, Y-Y Axis Base Maximum
3.360
" Minimum
3.360
Reaction, X-X Axis Top Maximum
3.360
" Minimum
3.360
Reaction, Y-Y Axis Top Maximum
3.360
" Minimum
3.360
Moment, X-X Axis Base Maximum
3.360
" Minimum
3.360
Moment, Y-Y Axis Base Maximum
3.360
" Minimum
3.360
Moment, X-X Axis Top Maximum
3.360
" Minimum
3.360
Moment, Y-Y Axis Top Maximum
3.360
_ Minimum
3.360
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection
Distance
- +D+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.60W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.70E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.7505+0.5250E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.60W+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.70E+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
21
2teel Column
Lie. ## KW-06011763 .":
Description : H55-1(uazebo)
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
W Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
E Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
H Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Steel Section Properties
: HSS6x6x3/16
Depth =
6.000 in
I xx
=
22.30 in^4
J =
35.000 in^4
Design Thick =
0.174 in
S xx
=
7.42 in^3
Width =
6.000 in
R xx
=
2.370 in
.. • •
Wall Thick =
0.187 in
2k
=
8.630 in^3
Area =
3.980 in^2
1 yy
=
22.300 in^4
, , ,
C • •_ •
1 tepo i�^3
�
+
Weight =
14.530 plf
S yy
=
7.420 in^3
• • • • •
.
+ + •
.. • • :.
Ryy
=
2.370 in
•••�+•
•
, ,
Ycg =
0.000 in
,,,,,,
,,,,
+•���•
......
.
•
,
......
. • .
.. .
• .
Sketches
0++0+0
Y
0
0
(o
X
22
t
fr • • • •
CJ
...... }t.. .....
. ...
00
.
.. . 1 .. . :..i..
00000
(CIA
23
Masonry Slender Wall
Lic. # : KW-06011763 „
Description : 8" Masonry Wall(More Bearing,Gazebo)
Code References
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Construction Typffirouted Hollow Concrete Masonry
Fm = 1.50 ksi Nom. Wall Thickness
Fy - Yield = 60.0 ksi Actual Thickness
Fr - Rupture = 61.0 psi Rebar "d" distance
Em = fm " = 900.0 Lower Level Rebar. . .
Max % of P bal. = 0.1034 Bar Size Bar Spacing #
Grout Density = 140 pcf
Block Weight Normal Weight
Wall Weight = 55.0 psf
Wall is grouted at rebar cells only
One -Story Wall Dimensions
A Clear Height = 9 ft
B Parapet height = 0.0 ft B
Wall Support CondittMp & Bottom Pinned
Vertical Loads
Vertical Uniform Loadsl.Aoplied per foot of Strip Widtj
Ledger Load Eccentricity 6.750 in
Concentric Load
Lateral Loads
Wind Loads:
Full area WIND load 64.5 psf
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
8 in Temp Diff across thickne: = deg F
7.625 in Min Allow Out -of -plane Defl= 0
3.8125 in Minimum Vertical Steel % = 0.0020
5 ••••
48 in 0• •
•• • •. • •
• • •
•
••.• . • • •
•••• • •••••
• • •
00000
Roof Attachment • 0 • •
• • • • . •�.
• • • •••••
•• • •
••
Floor Attachment
DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind
0.0 0.0 0.0 0.0 0.0 k/ft
0.3 0.36 0.0 0.0 0.0 k/ft
Seismic Loads:
Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight
Seismic Wall Lateral Load psf
Fp 1.0 = 25.0 psf
24
Masonry Slender Wall
Description : 8" Masonry Wall(More Bearing,Gazebo)
• DESIGN SUMMARY
Results reported for "Strip Width" of 12.0 in
Governing Load Combination
...
Actual Values
...
Allowable Values ...
PASS Moment Capacity Check
Maximum Bending Stress Rat0.4671
• +0.90D+W
Max Mu
0.6566 k-ft Phi * Mn
1.406 k-ft
PASS Service Deflection Check
Actual Defl. Ratio L/ 737 Allowable Defl. Ratio 150
W Only
Max. Deflection
0.1466 in
PASS Axial Load Check
Max Pu / Ag
15.522 psi Max. Allow.
Defl. 0.720 in
+120D+0.50Lr+W
Location
4.350 ft 0.2 * fm
300.0 psi
PASS Reinforcing Limit Check
Controlling As/b( 0.001694
As/M f034 rho bdf • • 0.1035
• .
•... ..•...
Maximum Reactions
for Load Combinatiof •
. '. •
Top Horizontal
W Only "':"
' •' 0.2903•i� • • • •
Base Horizontal
W Only """
• 0.29036k •
Vertical Reaction +D+Lr �' • • •
.•..•.
: 1.155•k
.
Design Maximum Combinations - Moments
Results report8dP**'ftrip
", h',b,,12 in. ..:..'
Axial Load
Moment Values
0.6 « •
Load Combination
Pu
0.2*fm*b*t
Mcr
Mu Phi
Phi Mn As : " '
ds �atio
•
rho bal
k
k.
k-ft
_... k ft
k.-ft... �^2_ �
. • •.t!,• � •
0.000
0.000
0.00
0.00 0.00
._ .._..... -.
0.00 0.000L O.W00
' 0.0000 • •
0.000
0.000
0.00
0.00 0.00
0.00 0.000 * 04000
.6%Co. •
0.000
0.000
0.00
0.00 0.00
0.00 0.000 0.0000
btodo
0.000
0.000
0.00
0.00 0.00
0.00 0.000 0.0000
0.0000
+1.20D+1.60Lr+0.50W at 4.20 to 4.5C
1.253
16.560
0.44
0.33 0.90
1.60 0.078 0.0017
0.1030
+1.20D+0.50W at 4.20 to 4.50
0.677
16.560
0.44
0.33 0.90
1.45 0.078 0.0017
0.1033
+1.20D+0.50Lr+W at 4.20 to 4.50
0.857
16.560
0.44
0.66 0.90
1.50 0.078 0.0017
0.1032
+1.20D+W at 4.20 to 4.50
0.677
16.560
0.44
0.66 0.90
1.45 0.078 0.0017
0.1033
+1.20D+E at 4.20 to 4.50
0.677
16.560
0.44
0.25 0.90
1.45 0.078 0.0017
0.1033
+0.90D+W at 4.20 to 4.50
0.508
16.560
0.44
0.66 0.90
1.41 0.078 0.0017
0.1033
+0.90D+E at 4.20 to 4.50
0.508
16.560
0.44
0.25 0.90
1.41 0.078 0.0017
0.1033
Design Maximum Combinations
- Deflection
Results reported for "Strip Width" = 12 in.
Axial Load
Moment Values
Stiffness
Deflections
Load Combination
Pu
Mcr
Mactual
I gross
I cracked
I effective
Deflection
Defl. Ratio
k
k-ft
k-ft -
W4
in^4
in^4
in
0.000
0.00
0.00
0.00
0.00
0.000
0.000
0.0
0.000
0.00
0.00
0.00
0.00
0.000
0.000
0.0
0.000
0.00
0.00
0.00
0.00
0.000
0.000
0.0
+D+0.60W at 4.20 to 4.50
0.564
0.44
0.39
331.10
18.73
331.100
0.013
8,456.5
+D+0.70E at 4.20 to 4.50
0.564
0.44
0.18
331.10
18.73
331.100
0.006
18,700.9
+D+0.750Lr+0.45OW at 4.20 to 4.50
0.834
0.44
0.29
331.10
19.51
331.100
0.010
11,267.3
+D+0.450W at 4.20 to 4.50
0.564
0.44
0.29
331.10
18.73
331.100
0.010
11,275.3
+D+0.5250E at 4.20 to 4.50
0.564
0.44
0.13
331.10
18.73
331.100
0.004
24,934.5
+0.60D+0.60W at 4.20 to 4.50
0.338
0.44
0.39
331.10
18.06
331.100
0.013
8,461.4
+0.60D+0.70E at 4.20 to 4.50
0.338
0.44
0.18
331.10
18.06
331.100
0.006
18,711.8
0.000
0.00
0.00
0.00
0.00
0.000
0.000
0.0
W Only at 4.50 to 4.80
0.000
0.44
0.65
331.10
17.04
18.986
0.147
736.6
E Only at 4.50 to 4.80
0.000
0.44
0.25
331.10
17.04
331.100
0.008
13,109.6
Reactions - Vertical S Horizontal
Results reported for "Strip Width" = 12 in.
Load Combination
Base Horizontal
Top Horizontal
Vertical @ Wall Base
D Only
0.0 k
0.00 k
0.795 k
25
Masonry Slender Wall
Description : 8" Masonry Wall(More Bearing,Gazebo)
+D+Lr 0.0 k 0.00 k
+D+0.750Lr 0.0 k 0.00 k
+D+0.60W 0.2 k 0.17 k
1.155 k
1.065 k
0.795 k
•
• •
••••••
•• ••
•• •
• •
• •
•
009
•• •
•• •
•
26
Masonry Slender Wall
KW-06011763
Description : 8" Masonry Wall(More Bearing,Gazebo)
Reactions - Vertical & Horizontal
Load Combination
.._......._ ..................................._...
_
Base Horizontal
......... .........
+D+0.70E
0.1 k
+D+0.750Lr+0.45OW
0.1 k
+D+0.450W
0.1 k
+D+0.5250E
0.1 k
+0.60D+0.60W
0.2 k
+0.60D+0.70E
0.1 k
Lr Only
0.0 k
W Only
0.3 k
E Only
0.1 k
Results reported for "Strip Width" = 12 in.
Horizontal
....... .
--........ .
-
0.08 k
0.13 k
0.13 k
0.06 k
0.17 k
0.08 k
0.00 k
0.29 k
•..'
0.11 k
••••••
•
• • • • • •
•
•
Vertical @ Wall Base
.......................... ..................
0.795 k
1.065 k
0.795 k
0.795 k
0.477 k
0.477 k
. •a.Ga k
000000
• •
0.000 k •
• 6"90 k •
• •
••••••
••••••
•
• •
•
• • ••••••
••••••
• • • • • •
•• • • •
• • •
27
SlenderWasonry
_ic. # . KW-06011763
Description : 8" Masonry Wall(Wind Lateral,Gazebo)
Code References
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Construction Tylarouted Hollow Concrete Masonry
F'm = 1.50 ksi Nom. Wall Thickness
Fy - Yield = 60.0 ksi Actual Thickness
Fr - Rupture = 61.0 psi Rebar "d" distance
Em = fm " = 900.0 Lower Level Rebar. . .
Max % of P bal. = 0.1035 Bar Size Bar Spacing #
Grout Density = 140 pcf
Block Weight Normal Weight
Wall Weight = 55.0 psf
Wall is grouted at rebar cells only
One -Story Wall Dimensions
A Clear Height = 9.0 ft
B Parapet height = 0.0 ft B
Wall Support CondittMp & Bottom Pinned
A
Vertical Loads
Vertical Uniform Loadsf.Aoolied perfootofStrip Widti
Ledger Load Eccentricity 6.750 in
Concentric Load
Lateral Loads
Wind Loads:
Full area WIND load 64.50 psf
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
8 in
Temp Diff across thickne: _
7.625 in
Min Allow Out -of -plane Defl=
3.8125 in
Minimum Vertical Steel % _
5
48 in
• •
Roof Attachment • •
i
Floor Attachment
deg F
0
0.0020
..•. ......
•••• •
.. . . •..•
•
•04,0000
.. . ••••
i•
DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind
0.0 0.0 0.0 0.0 0.0 k/ft
0.02 0.06 0.0 0.0 0.0 k/ft
Seismic Loads:
Wall Weight Seismic Load Input Method :Direct entry of Lateral Wall Weight
Seismic Wall Lateral Load 0.0 psf
Fp 1.0 = 0.0 psf
28
Masonry Slender Wall
Lic. # : KW-06011763 ..._
Description : 8" Masonry Wall(Wind Lateral,Gazebo)
DESIGN SUMMARY
Governing Load Combination . .
PASS Moment Capacity Check
+0.90 D+W
PASS Service Deflection Check
W Only
PASS Axial Load Check
+1.20D+0.50Lr+W
PASS Reinforcing Limit Check
Design Maximum Combinations - Moments
Axial Load
Load Combination Pu 0.2*fm*b*t Mcr
_k...............__........._k.................._.._........._k-ft....
Results reported for "Strip Width" of 12.0 in
Actual Values ... Allowable Values ...
Maximum Bending Stress Rat0.4882
Max Mu 0.6541 k-ft Phi * Mn 1.340 k-ft
Actual Defl. Ratio L/ 737 Allowable Defl. Ratio 150
Max. Deflection 0.1466 in
Max Pu / Ag 6.717 psi Max. Allow. Defl. 0.720 in
Location 4.350 ft 0.2 * fm 300.0 psi
Controlling As/b 0.001694 As/tom f035 rho bah • •0.1035
. . •••• ••••••
Maximum Reactions for Load Combinalioi :'. '. •
Top Horizontal W Only : 00 • •0.2903 *• • • • •
Base Horizontal W Only " 0.29034 •
Vertical Reaction +D+Lr ."•• ;.••:9.5750* •
Results reportdV?*jtripWidthi':-12in. ••:•.'
Moment Values 0.6 * •
Mu Phi Phi Mn As • P:;%tio rho Bal
_k_ft........... k-ft in^2 • • • • ••••0•
_........................................_..........................................................................-..._..._..._.........
0.000
0.000
0.00
0.00
0.00
0.00
0.000:
DIVOO 60.0000 • •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 "
0.05oo .i7.6 0. •
0.000
0.000
0.00
0.00
0.00
0.00
0.000
0.0000 6.600b
0.000
0.000
0.00
0.00
0.00
0.00
0.000
0.0000 0.0000
+1.20D+1.60Lr+0.50W at 4.20 to 4.5C 0.437
16.560
0.44
0.33
0.90
1.39
0.078
0.0017 0.1033
+1.20D+0.50W at 4.20 to 4.50
0.341
16.560
0.44
0.33
0.90
1.37
0.078
0.0017 0.1034
+1.20D+0.50Lr+W at 4.20 to 4.50
0.371
16.560
0.44
0.66
0.90
1.37
0.078
0.0017 0.1034
+1.20D+W at 4.20 to 4.50
0.341
16.560
0.44
0.65
0.90
1.37
0.078
0.0017 0.1034
0.000
0.000
0.00
0.00
0.00
0.00
0.000
0.0000 0.0000
+0.90D+W at 4.20 to 4.50
0.256
16.560
0.44
0.65
0.90
1.34
0.078
0.0017 0.1034
0.000
0.000
0.00
0.00
0.00
0.00
0.000
0.0000 0.0000
Design Maximum Combinations
- Deflection
Results reported for "Strip Width" = 12 in.
Axial Load
Moment Values
Stiffness
Deflections
Load Combination
Pu
Mcr
Mactual
I gross
I cracked
I effective
Deflection Defl. Ratio
_
k
k-ft
k-ft
_.. ...........
in^4
..
in^4
......... . _......................
in^4
in
...... ....................................
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
+D+0.60W at 4.20 to 4.50
0.284
0.44
0.39
331.10
17.89
331.100
0.013 8,462.7
_
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
+D+0.750Lr+0.45OW at 4.20 to 4.50
0.329
0.44
0.29
331.10
18.03
331,100
0.010 11,282.3
+D+0.450W at 4.20 to 4.50
0.284
0.44
0.29
331.10
17.89
331.100
0.010 11,283.6
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
+0.60D+0.60W at 4.20 to 4.50
0.170
0.44
0.39
331.10
17.55
331.100
0.013 8,465.1
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
W Only at 4.50 to 4.80
0.000
0.44
0.65
331.10
17.04
18.986
0.147 736.6
0.000
0.00
0.00
0.00
0.00
0.000
0.000 0.0
Reactions - Vertical & Horizontal
Results
reported for "Strip Width" = 12 in.
Load Combination
Base Horizontal
Top Horizontal
Vertical @ Wall Base
D Only
0.0 k
0.00 k
0.515 k
c
SlenderMasonry
Lic _4: KW-06011763 ., - �_:�..� _ M _ -_ _ �_„ k•
Description :
8" Masonry Wall(Wind Lateral,Gazebo)
- +D+Lr
0.0 k
+D+0.750Lr
0.0 k
+D+0.60W
0.2 k
0.00 k 0.575 k
0.00 k 0.560 k
0.17 k 0.515 k
•
•
•• •
•• •
30
Masonry Slender Wall
0.0
Description : 8" Masonry Wall(Wind Lateral,Gazebo)
Reactions - Vertical & Horizontal
Load Combination
._........................................................................
_
Base Horizontal
_............ _........................
+D+0.70E
0.0 k
+D+0.750Lr+0.450W
0.1 k
+D+0.450W
0.1 k
+D+0.5250E
0.0 k
+O.60D+O.60W
0.2 k
+0.60D+0.70E
0.0 k
Lr Only
0.0 k
W Only
0.3 k
E Only
0.0 k
Results reported for "Strip Width" = 12 in.
Top Horizontal
.......... ......................................._.__._
0.00 k
0.13 k
0.13 k
0.00 k
0.17 k
0.00 k
0.00 k
• •
0.29 k
•••• i
0.00 k
••••••
•
•
•
Vertical @ Wall Base
_ ................................................._ - _.......
0.515 k
0.560 k
0.515 k
0.515 k
0.309 k
0.309 k
••••
• 0.0601 k
,.O.OQO k •
•
• O.000�k ••••i•
•
31
E
see
......
...... ....
.. .
p �`•'
.. . .. .
. •
32
Wall Footing
06011763
_
Description : WF-16(More bearing,Gazebo)
- Code References
- Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE
7-10
Load Combinations Used: ASCE 7-10
' General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
2.0 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
• • • •
Shear =
0.750
Increases based on footing Depth •
'•.•.'
.....�
Analysis Settings
Reference Depth below Surface '..' ; _
�• Oft
N
•
'.
Min Steel % Bending Reinf. =
Allow. Pressure Increase per foot of dep) _
. ksf
Min Allow % Temp Reinf. =
0.00180
when base footing is below =
:
11.0 ft
• • • • • •
Min. Overturning Safety Factor =
1.0: 1
0 0 • 0 *
Increases based on footing Width
: •...:
Min. Sliding Safety Factor =
1.0: 1
Allow. Pressure Increase per foot ofAM =
...Q.Q ksf
' •
AutoCalc Footing Weight as DL
Yes
when footing is wider than 0000 _
0.0 ft
• • • • •
Adjusted Allowable Bearing Pressure%• *: _
. ":2.0 ksf
' • • • •
Dimensions
•. ..
Reinforcjgg",
• �':'
Footing Width = 1.33 ft
Footing Thickness = 12.0 in Bars alor; X-X Axis
......
Wall Thickness = 8.0 in
Rebar Centerline to Edge of Concrete... # of B":rs ip•I�" Widtl*
•
• 1so •
Wall center offset
at Bottom
of footing 3.0 in Reinforcing Bar Sizes-2 #
......
•5 •
from center of footing = 0 in
• • •
Applied Loads
D Lr L
S
W
E
H
P : Column Load =
0.980 0.360 0.0
0.0
-0.7210
0.0
0.0 k
OB : Overburden =
0.16 0.0 0.0
0.0
0.0
0.0
0.0 ksf
V-x =
0.0 0.0 0.0
0.0
0.0
0.0
0.0 k
M-zz =
0.0 0.0 0.0
0.0
0.0
0.0
0.0 k-ft
Vx applied =
0.0 in above top of footing
33
Wall Footing
Description : WF-16(More bearing,Gazebo)
DESIGN SUMMARY Design •
Factor of Safety Item Applied Capacity Governing Load Combination
PASS n/a Overturning - Z-Z 0.0 k-ft
PASS n/a Sliding - X-X 0.0 k
PASS 1.774 Uplift-0.4326 k
Utilization Ratio Item Applied
PASS
0.6162
Soil Bearing
1.232 ksf
PASS
0.007552
Z Flexure (+X)
0.09162 k-ft
PASS
0.003270
Z Flexure (-X)
0.03967 k-ft
PASS
n/a
1-way Shear (+X)
0.0 psi
PASS
0.0
1-way Shear (-X)
0.0 psi
Detailed Results
Soil Bearin
Rotation Axis &
Load Combination...
0.0 k-ft No Overturning
0.0 k No Sliding
0.7674 k +0.60D+0.60W+0.60H
Capacity
Governing Load Combination
2.0 ksf
+D+Lr+H
12.131 k-ft
+1.20D+1.696r•0.50W+
12.131 k-ft
9+0.90D+F*QA0tH
• • ......
82.158 psi
• • : A/a .'
0.0 psi
•••:•• R/a ..� ....:.
Gross Allowable Xecc -X
1 *Goes
+D+H
2.0 ksf
0.0 in
0.9616 ksf
O i9��k�sf
0.481
+D+L+H
2.0 ksf
0.0 in
0.9616 ksf
0661 kcsf
0.481 '.
+D+Lr+H
2.0 ksf
0.0 in
1.232 ksf
?.232 kSf
;
0.619 • • • • •
+D+S+H
2.0 ksf
0.0 in
0.9616 ksf
096164csf
• • • •
•
0.481
+D+0.750Lr+0.750L+H
2.0 ksf
0.0 in
1.165 ksf
NrA ktf
.. •
0.58?• • • • • •
+D+0.750L+0.750S+H
2.0 ksf
0.0 in
0.9616 ksf
0.9616 ksf
•
0.481 •
+D+0.60W+H
2.0 ksf
0.0 in
0.6364 ksf
0.6364 ksf
• • •
0.318
+D+0.70E+H
2.0 ksf
0.0 in
0.9616 ksf
0.9616 ksf
0A81
+D+0.750Lr+0.750L+0.450W+H
2.0 ksf
0.0 in
0.9207 ksf
0.9207 ksf
0.460
+D+0.750L+0.750S+0.450W+H
2.0 ksf
0.0 in
0.7177 ksf
0.7177 ksf
0.359
+D+0.750L+0.750S+0.5250E+H
2.0 ksf
0.0 in
0.9616 ksf
0.9616 ksf
0.481
, +0.60D+0.60W+0.60H
2.0 ksf
0.0 in
0.2517 ksf
0.2517 ksf
0.126
, +0.60D+0.70E+0.60H
2.0 ksf
0.0 in
0.5770 ksf
0.5770 ksf
0.289
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting
Moment
Stability Ratio
Status
Footing Has NO Overturning
Footing Flexure
lexure Axis & Load Combinatio Mu
Which rension @ Bot As Req'd
Gvrn. As
Actual As
'hi`Mr
k-ft
Side ?
or Top ?
inA2
inA2
inA2
k-ft
Status
+1.40D+1.60H 0.06171
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.40D+1.60H 0.06171
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+1.60L+1.60H 0.06034
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+1.60L+1.60H 0.06034
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60L+0.50S+1.60H 0.0529
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60L+0.50S+1.60H 0.0529
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50L+1.60H 0.07671
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60Lr+0.50L+1.60H 0.07671
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50W+1.60H 0.06181
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50W+1.60H 0.06181
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60Lr-0.50W+1.60H 0.09162
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60Lr-0.50W+1.60H 0.09162
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+0.50L+1.60S+1.60H 0.0529
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+0.50L+1.60S+1.60H 0.0529
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60S+0.50W+1.60H 0.03799
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60S+0.50W+1.60H 0.03799
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+1.60S-0.50W+1.60H 0.0678
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60S-0.50W+1.60H 0.0678
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+0.50L+W+1.60H).03053
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+0.50L+W+1.60H).03053
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,+1.20D+0.50Lr+0.50L-W+1.60H0.09015
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,+1.20D+0.50Lr+0.50L-W+1.60H0.09015
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,+1.20D+0.50L+0.50S+W+1.60H0.02309
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
34
FootingVall
ic.#: KW-06011763
Description : WF-16(More bearing,Gazebo)
+1.20D+0.50L+0.50S+W+1.60H0.02309 +X Bottom
+1.20D+0.50L+0.50S-W+1.60H 0.08271 -X Bottom
0.2592 Min Temp % 0.31 12.131 OK
0.2592 Min Temp % 0.31 12.131 OK
. .
••..
..••..
••••
•
•••••
••••••
••••
•••••
•• ••
•• •
••••••
35
Wall Footing
NPLIMATE111,11k
Description : WF-16(More bearing,Gazebo)
Footing Flexure
lexure Axis & Load Combinatio Mu
Which rension @ Bot
As Req'd
Gvrn. As
Actual As
'hi" Mr
- k-ft
Side ?
or Top ?
inA2
inA2
inA2
k-ft
Status
- +1.20D+0.50L+0.50S-W+1.60H 0.08271
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50L+0.20S+E+1.60H 0.0529
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +1.20D+0.50L+0.20S+E+1.60H 0.0529
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +0.90D+W+0.90H 0.009863
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +0.90D+W+0.90H 0.009863
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +0.90D-W+0.90H 0.06948
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +0.90D-W+0.90H 0.06948
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
, +0.90D+E+0.90H 0.03967
-X
Bottom
0.2592
Min Temp %
0.31
j j,�1�1
OK
+0.90D+E+0.90H 0.03967
+X
Bottom
0.2592
Min Temp %
0.31
• 1 1 4
OK
One Way Shear
. •
L7rtj&6: k
• • • • : •
Load Combination... Vu @ -X
Vu @ +X
Vu:Max
Phi Vn
vy j F '*Vn
• 81latus •
+1.40D+1.60H
0 psi
0 psi
0 psi
82.158 psi
• • •; • •
0 • OK
+1.20D+0.50Lr+1.60L+1.60H
0 psi
0 psi
0 psi
82.158 psi
0 OK : •.. •
+1.20D+1.60L+0.50S+1.60H
0 psi
0 psi
0 psi
82.158 psi
• • �.
0 :. •.;. OK • •
+1.20D+1.60Lr+0.50L+1.60H
0 psi
0 psi
0 psi
82.158 psi
' •' •
0 • OK • • • • •
+1.20D+1.60Lr+0.50W+1.60H
0 psi
0 psi
0 psi
82.158 psi
• • • • • •
0 ... • OK . •; • •'
+1.20D+1.60Lr-0.50W+1.60H
0 psi
0 psi
0 psi
82.158 psi
• •', •'
0 •. •' ; OK
+1.20D+0.50L+1.60S+1.60H
0 psi
0 psi
0 psi
82.158 psi
.... •
0 OK •
+1.20D+1.60S+0.50W+1.60H
0 psi
0 psi
0 psi
82.158 psi
: • •: •:
0 OK '
+1.20D+1.60S-0.50W+1.60H
0 psi
0 psi
0 psi
82.158 psi
'
0 • OK • • • • • •
+1.20D+0.50Lr+0.50L+W+1.60H
0 psi
0 psi
0 psi
82.158 psi
0 : • • • OK •
+1.20D+0.50Lr+0.50L-W+1.60H
0 psi
0 psi
0 psi
82.158 psi
' •.' ;
0 . • • OK : • • • •
+1.20D+0.50L+0.50S+W+1.60H
0 psi
0 psi
0 psi
82.158 psi
0 • • • OK
+1.20D+0.50L+0.50S-W+1.60H
0 psi
0 psi
0 psi
82.158 psi
0 •' ' OK
+1.20D+0.50L+0.20S+E+1.60H
0 psi
0 psi
0 psi
82.158 psi
0 OK
+0.90D+W+0.90H
0 psi
0 psi
0 psi
82.158 psi
0 OK
+0.90D-W+0.90H
0 psi
0 psi
0 psi
82.158 psi
0 OK
+0.90D+E+0.90H
0 psi
0 psi
0 psi
82.158 psi
0 OK
36
Footingjeneral
_ic.#:KW-06011763
Description : F-36(More Bearing,Gazebo)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Beari =
2.0 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
150.0 pcf
Soil/Concrete Friction Coeff. =
0.30
Values Flexure =
0.90
•••+
•"
Shear =
0.750
Increases based on footing Deptli 600
000 •; •
Analysis Settings
Footing base depth below soil surface :
• • 4.0 ft
Min Steel %Bending Reinf.
=
Allow press. increase per foot of dap * s
:',.'ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below ...;. --
ft
... 0; •
Min. Overturning Safety Factor
= 1.0 : 1
•
;..•0;
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan iunension
;...; •
• •
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per fobt bf depth
•
• • • •.
Use ftg wt for stability, moments & shears
Yes
• • • • • c
when max. length or width is greatei't1Vfi
• • o • •ksf
* * %o *
Add Pedestal Wt for Soil Pressure
No
.
. • ft
• • •. : •
Use Pedestal wt for stability, mom & shear
No
;' •; •;
•
Dimensions
:0 0 0:0
"' • • •
Width parallel toX-XAxis =
3.50ft
•• 0
:••••:
Length parallel to Z-Z Axis =
3.50 ft
z
• • •
Footing Thickness =
12.0 in
• •
Pedestal dimensions...
i
px :parallel to X-X Axis =
6.0 in
pz : parallel to Z-Z Axis =
6.0 in
+
;
Height —
12.0 in
§ i
Rebar Centerline to Edge of Concrete...
+�
at Bottom of footing =
3.0 in
'• + 1
m
Reinforci n
Bars parallel to X-X Axis
Number of Bars =
4.0
Reinforcing Bar Size =
# 5
Bars parallel to Z-Z Axis
Number of Bars =
4.0
Reinforcing Bar Size =
# 5
Bandwidth Distribution Check (ACI
15.4.4.2)
Direction Requiring Closer Separatio
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D
P : Column Load =
3.20
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
Lr L S W E H
2.860
-8.310
k
0.0 ksf
k-ft
k-ft
......___..._.................
k
k
37
General Footing
Description : F-36(More
DESIGN SUMMARY
Min. Ratio
N- s
Item Applied Capacity Governing Load Combination
PASS
0.4840
Soil Bearing
0.9680 ksf
2.0 ksf
+D+Lr+H about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
1.083
Uplift
-4.986 k
5.399 k
+0.60D+0.60W+0.60H
PASS
0.05537
Z Flexure (+X)
0.7638 k-ft/ft
13.795 k-ft/ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.05537
Z Flexure (-X)
0.7638 k-ft/ft
13.795 k-ft/ft
+1 VD+1.60Lr+(y.96l!+'k60H
PASS
0.05537
X Flexure (+Z)
0.7638 k-ft/ft
13.795 k-ft/ft
+1.4?0DA1,60Lr+0.5dL'+1.60H
PASS
0.05537
X Flexure (-Z)
0.7638 k-ft/ft
13.795 k-ft/ft
+1.206+1 60Lr+VQL+1.60H
PASS
0.05624
1-way Shear (+X)
4.621 psi
82.158 psi
+JMV*1�60Lr+d.50C-?1.60H
PASS
0.05624
1-way Shear (-X)
4.621 psi
82.158 psi
+1 2t +1*60Lr+0.50lf+1.60H
PASS
0.05624
1-way Shear (+Z)
4.621 psi
82.158 psi
+1,2bb+1.60Lr+4.SQ6jj.60H
PASS
0.05624
1-way Shear (-Z)
4.621 psi
82.158 psi
+1.2bb+1.60Lr+Q.50L+1.60H
PASS
0.08159
2-way Punching
13.406 psi
164.317 psi
+1.'2'bi7'+1;60Lr+Q.SbC*1.60H
Detailed Results
" '
Soil Bearing
: ' : . .
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress aQ Location ctual / I
Load Combination...
Gross Allowable
(in) Bottom, -Z Top, +Z
Left, -X, . 0Riibht, +X _ _ _ Ra
X-X, +D+H
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a'..'.'
X-X, +D+L+H
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a
X-X, +D+Lr+H
2.0
n/a
0.0
0.9680
0.9680
n/a
n/a
X-X, +D+S+H
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a
X-X, +D+0.750Lr+0.750L+H
2.0
n/a
0.0
0.9096
0.9096
n/a
n/a
X-X, +D+0.750L+0.750S+H
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a
X-X, +D+0.60W+H
2.0
n/a
0.0
0.3275
0.3275
n/a
n/a
X-X, +D+0.70E+H
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a
X-X, +D+0.750Lr+0.750L+0.450V1
2.0
n/a
0.0
0.6043
0.6043
n/a
n/a
X-X, +D+0.750L+0.750S+0.450W
2.0
n/a
0.0
0.4292
0.4292
n/a
n/a
X-X, +D+0.750L+0.750S+0.5250E
2.0
n/a
0.0
0.7345
0.7345
n/a
n/a
X-X, +0.60D+0.60W+0.60H
2.0
n/a
0.0
0.03367
0.03367
n/a
n/a
X-X, +0.60D+0.70E+0.60H
2.0
n/a
0.0
0.4407
0.4407
n/a
n/a
Z-Z, +D+H
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +D+L+H
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +D+Lr+H
2.0
0.0
n/a
n/a
n/a
0.9680
0.9680
Z-Z, +D+S+H
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +D+0.750Lr+0.750L+H
2.0
0.0
n/a
n/a
n/a
0.9096
0.9096
Z-Z, +D+0.750L+0.750S+H
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +D+0.60W+H
2.0
0.0
n/a
n/a
n/a
0.3275
0.3275
Z-Z, +D+0.70E+H
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +D+0.750Lr+0.750L+0.450"
2.0
0.0
n/a
n/a
n/a
0.6043
0.6043
Z-Z, +D+0.750L+0.750S+0.450W
2.0
0.0
n/a
n/a
n/a
0.4292
0.4292
Z-Z, +D+0.750L+0.750S+0.5250E
2.0
0.0
n/a
n/a
n/a
0.7345
0.7345
Z-Z, +0.60D+0.60W+0.60H
2.0
0.0
n/a
n/a
n/a
0.03367
0.03367
Z-Z, +0.60D+0.70E+0.60H
2.0
0.0
n/a
n/a
n/a
0.4407
0.4407
Footing Flexure
jow •
0.367
0.367
0.484
0.367
0.455
0.367
0.164
0.367
0.302
0.215
0.367
0.017
0.220
0.367
0.367
0.484
0.367
0.455
0.367
0.164
0.367
0.302
0.215
0.367
0.017
0.220
Flexure Axis &Load Combination Mu
k-ft
Side
Tension
Surface
9�
As Re d Gvrn. As
inA2 inA2
Actual As
inA2
•
PhiMn
k-ft
Status
X-X, +1.40D+1.60H 0.4008
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.40D+1.60H 0.4008
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4749
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4749
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.3436
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.3436
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60Lr+0.50L+1.60F 0.7638
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60Lr+0.50L+1.60F 0.7638
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60Lr+0.50W+1.60 0.3822
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60Lr+0.50W+1.60 0.3822
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
38
FootingGeneral
Lic # : KW-06011763 :::.._U
' Description : F-36(More Bearing,Gazebo)
Footing Flexure
Mu
Flexure Axis 8 Load Combination k-ft
Side
Tension
Surface
As ReQ d Gvrn. As
in12inA2
Actual As
inA2
Phi*Mn
k-ft
Status
• X-X, +1.20D+0.50L+1.60S+1.60H 0.3436
+Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.3436
-Z
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60S+0.50W+1.6010.03802
+Z
Top
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+1.60S+0.50W+1.6010.03802
-Z
Top
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.2883
+Z
Top
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.2883
-Z
Top
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50L+0.50S+W+1.i 0.4196
+Z
Top
0.2592 Min Temp %
0.3543
13.795
OK
X-X, +1.20D+0.50L+0.50S+W+1.i 0.4196
-Z
Top
0.2592 Min Temp %
0.3543
13.796...
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.3436
+Z
Bottom
0.2592 Min Temp %
0.3543 .
13.795...'
OK...•••
X-X, +1.20D+0.50L+0.20S+E+1.6 0.3436
-Z
Bottom
0.2592 Min Temp %
0.354� • •
13.7
OK •
X-X, +0.90D+W+0.90H 0.5055
+Z
Top
0.2592 Min Temp %
0.3543• •
13.7. ••
OK •.
X-X, +0.90D+W+0.90H 0.5055
-Z
Top
0.2592 Min Temp %
0.3543•;••
13.795 ••
OK••••••
X-X, +0.90D+E+0.90H 0.2577
+Z
Bottom
0.2592 Min Temp %
0.3543••••
13.795 .
OK. .
X-X, +0.90D+E+0.90H 0.2577
-Z
Bottom
0.2592 Min Temp %
0.3543.00
13.795 .
OK;••••;
Z-Z, +1.40D+1.60H 0.4008
-X
Bottom
0.2592 Min Temp %
0.354J0000
13.7609••
OK
Z-Z, +1.40D+1.60H 0.4008
+X
Bottom
0.2592 Min Temp %
0.354
13.7 5
••••
O1C . .
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4749
-X
Bottom
0.2592 Min Temp %
0.3543 0 0
13.795 • : •
OK• • • • •
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4749
+X
Bottom
0.2592 Min Temp %
0.3543 ••
•
13.7 6. .
OK......
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3436
-X
Bottom
0.2592 Min Temp %
0.3543....
13.795 .
OK .•
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3436
+X
Bottom
0.2592 Min Temp %
0.3513 • •
13.7J5
OK •
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 0.7638
-X
Bottom
0.2592 Min Temp %
0.35 3 •
13.7 6.4.
OK•••"'
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 0.7638
+X
Bottom
0.2592 Min Temp %
0.3513
13.795
OF
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.3822
-X
Bottom
0.2592 Min Temp %
0.35489 •
13.7969 •
....�
O
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.3822
+X
Bottom
0.2592 Min Temp %
0.3543
13.795.'.'
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3436
-X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3436
+X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+1.60S+0.50W+1.6010.03802
-X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+1.60S+0.50W+1.6010.03802
+X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.2883
-X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.2883
+X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.f 0.4196
-X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.E 0.4196
+X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.3436
-X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.3436
+X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +0.90D+W+0.90H 0.5055
-X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +0.90D+W+0.90H 0.5055
+X
Top
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +0.90D+E+0.90H 0.2577
-X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
Z-Z, +0.90D+E+0.90H 0.2577
+X
Bottom
0.2592 Min Temp %
0.3543
13.795
OK
39
t
Load Short Form Job:
AHU/CU#1 . Jan 22, 2018
.14€ri,9 W.
For. New Single Family House
128 NE 94th Street, Miami, FL 33138
Htg
Cig
Infiltration
Outside db (OF)
52
91
Method
Simplified
Inside db (OF)
70
75
Construction quality
Average
Design TD (OF)
18
16
Fireplaces
0
Daily range
-
L
Inside humidity (%)
50
50
6060
0 000000
Moisture difference (gdlb)
9
58
000
• .
HEATING EQUIPMENT
COOLING E04AP11A NT
Make
Make RHEEM
.... .
.....
Trade
Trade
o•:•:o ��•
• • . .0 .
••��••
Model
Cond RA1760AJ2CB
00
" "
• • • • • •
AHRI ref
Coil RH2T6024MEACrA":':
•,
AHRlref
••••••
Efficiency
80AFUE
Efficiency
46SEER'
•
Heating input
0
Btuh
Sensible cooling
" 39200.15W .
•
Heating output
0
Btuh
Latent cooling
16800 15rutr
Temperature rise
0
OF
Total cooling
56000 Btuh
Actual airflow
1850
cfm
Actual airflow
1850 cfm
Airflowfactor
0.053
cfm/Btuh
Air flow factor
0.039 cfm/Btuh
Static pressure
0.50
in H2O
Static pressure
0.50 in H2O
Space thermostat
Load sensible heat ratio
0.85
ROOM NAME
Area
(f2)
Htg load
(Btuh)
Clg load
(Btuh)
Htg AVF
(cfm)
CIgAVF
(cfm)
Master Bed 2
251
4343
6359
231
247
MB 2 WIC
76
517
445
27
17
MB 2 Bath
111
2514
3058
134
119
Master Bed area
597
6055
9734
322
379
Master Bath
173
2355
2598
125
101
Bed 1 area
261
3057
3995
162
155
Bed 2
252
3793
4902
202
191
Bath Bed 1 & 2
139
1121
1305
60
51
Hallway
109
83
284
4
11
Study
201
3828
4996
203
194
Florida Rm
201
2911
3442
155
134
V4,4.—
')an
A009Z
annn
-»c
1)c.1
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
s 2018-Feb 1319:11:03
wrightsol t Right-Suite®Uni ersa12017 17.0.17 RSU14591 Page 1
AC; ,{K... at 128 NE 94 SM 28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
AHU/CU#1 d
2668
34801
47560
1850
1850
Other equip loads
0
0
Equip. @ 0.96 RSM
45%2
Latent cool i ng
8118
Tr1TA1 C
OAOl),l
CGO/%
4Or-n
40 A
I lJ Ir%L-Q GVVV JYVV I V../VVV IVJV IVVV
r
. .
......
. .
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
2018-Fe tr 13 19:11:03
,. WrightSofk" Right -Su te® Uni�rsal 2017 17.0.17 RSU14591 Page 2
�I+ 9
l7tiii R, ... at 128 NE 94 Sh128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
Load Short Form Job:
Date: Jan 22, 2018
AHU/CU#2 By
E ngheerng De*. Inc.
For.
New Single Family House
128 NE 94th Street, Miami, FL 33138
Htg
Clg
Infiltration
Outside db (OF)
52
91
Method
Simplified
Inside db (OF)
70
75
Construction quality
Average
Design TD (OF)
18
16
Fireplaces
0
Daily range
-
L
Inside humidity (%)
50
50
0000
' Moisture difference (gr/lb)
9
58
• 0000
HEATING EQUIPMENT
COOLING E
LARVI NT
:' • • •;
Make
..•. .
Make RHEEM
•••••
Trade
Trade
0 0:00• 60:6
00•
:00
Model
Cord RA1760AJ2CB
'•00•'
••••••
AHRI ref
Coil RH2T6024MEAC.W":':
•
AHRI ref
000000
Efficiency
80 AFUE
Efficiency
j6 6SEER •
Heating input
0
Btuh
Sensible cooling
• • •39200 Stub
Heating output
0
Btuh
Latent cooling
1680( Bkjh, •
Temperature rise
0
OF
Total cooling
56000 Btuh
Actual airflow
1850
cfm
Actual airflow
1850 cfm
Airflowfactor
0.055
cfm/Btuh
Air flow factor
0.041 cfm/Btuh
Static pressure
0.50
in H2O
Static pressure
0.50 in H2O
Space thermostat
Load sensible heat ratio
0.87
ROOM NAME
Area
Htg load
Clg load
Htg AVF
CIgAVF
(ftz)
(Btuh)
(Btuh)
(cfm)
(cfm)
Living area
766
12477
18147
692
745
Dining Rm
251
4154
5176
231
212
Reception
83
5360
6019
297
247
Gym
476
7519
9719
417
399
Laundry
80
1325
2889
74
119
TnnIc Dm
I40
0A00
-14n
41]0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
1:03 1
wrightSOft* Right-Sufe@Uniwrsal20l7l7.0.17RSU14591 2018-Feb-13 19 Page 3
J4CC� at 128 NE 94 SA128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
AHU/CU#2 d
1775
33334
45070
1850
1850
J Other equip loads
0
0
Equip. @ 0.96 RSM
43177
Latent cool i ng
7007
TOTAI S
1775
:;RRR4
5n1R4
1Rsn
1R.rn
•
••••••
• ••
•
••••••
••••
•
•••••
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
E,, �•, 2018-Feb-13191103
9
wrig tSOft' Right -Suite® Universal 2017 17.0.17 RSU14591 e 4
ACOn.... at 128 NE 94 SN128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
Project Summary
AH&CLIV
For. New Singgle Family House
128 NE 94th Street, Miami, FL 33138
Notes:
Job:
Date: Jan 22, 2018
Weather:
Miami, FL, US
Winter Design Conditions
Summer Design Conditions
_ Outside db
52
OF
Outside db
91 .
F.
Inside db
70
OF
Inside db
; •
75 OF
* s o :0
_ Design TD
18
OF
e
1 •'F �
D.
ly range
see:** L1' •
• • • .:
Relative humidity
006960 50 %
e.
Moisture difference
.... 5$ grAD
• • • • • •
Heating Summary
Sensible Cooling Equi Loa
Structure
26422
Btuh
Structure
�r#Sizing
• • • • 32079• 40B0 0
.
Ducts
8379
Btuh
Ducts
...... 15482 Equh
.... •
•
Central vent (0 cfm)
0
Btuh
Central vent (0 cfm)
0 Btu
�
(none)
(none)
�h
......
� • � 0
Humidification
0
Btuh
Blower
.'.ID Btuh
Piping
0
Btuh
••
."'.•
Equipment load
34801
Btuh
Use manufacturer's data
' �e • 0 •
Rate/swing multiplier
0.96
Infiltration
Equipment sensible load
45562 Btuh
Method
Construction quality
Fireplaces
Simplified
Average
0
Heati
ng
Co%6
Area ft2
Volume (fN)
26684
26684
- Air changes/hour
0.31
0.17
Equiv AVF (cfm)
137
73
Heating Equipment Summary
Make
Trade
Model
AHRI ref
Efficiency
Heating input
Heating output
Temperature rise
Actual airflow
Air flow factor
Static pressure
Space thermostat
Latent Cooling Equipment Load Sizing
Structure
4072
Btuh
Ducts
4045
Btuh
Central vent (0 cfm)
0
Btuh
(none)
Equipment latent load
8118
Btuh
Equipmenttotal load
53680
Btuh
Req. total capacity at 0.70 SHR
5.4
ton
Cooling Equipment Summary
Make RHEEM
Trade
Cord RA1760AJ2CB
Coil RH2T6024MEACJA
AHRI ref
80AFUE
Efficiency
0
Btuh
Sensible cooling
0
Btuh
Latent cooling
0
OF
Total cooling
1850
cfm
Actual airflow
0.053
cfm/Btuh
Air flowfactor
0.50
in H2O
Static pressure
Load sensible heat ratio
Calculations approved byACCA to meet all requirements of Manual J 8th Ed
16 SEER
39200
Btuh
16800
Btuh
56000
Btuh
1850
cfm
0.039
cfm/Btuh
0.50
in H2O
0.85
WIPE htsoft' 2018-Febgel
9 Right-Suite�Uni�rsa12017 17.0.17 RSU14591 Page 1
..at 128 NE 94 St1128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
Project Summary
AHU/CU#2
Project Information
For. New Singgle Family House
128 NE 94th Street, Miami, FL 33138
Notes:
Job:
Date: Jan 22, 2018
Design Information
Weather: Miami, FL, US
Winter
Design Conditions
Summer Design Conditions
_ Outside db
52
OF
Outside db
9-f * F• .'
Inside db
70
OF
Inside db
' 00 • ; 7a
• * • 0 • •
_ Design TD
18
OF
Design TD
•°F •
1 OF
'
Daily range
"':" L' ••
•
••••••
Relative humidity
• • • • • • 50 °/a
Moisture difference
• • •.• 58 grAlp
• • • • • •
•
Heating Summary
000000
Sensible Cooling Equi�yp� Load•§iping
Structure
26430
Btuh
Structure
• • • • 32278- OuFa
.....
......
Duds
6905
Btuh
Ducts
• • • • • • 12800 Btuh
•
Central vent (0 cfm)
0
Btuh
Central vent (0 cfm)
Q Btgh
•
(none)
(none)
......
' • • • • •
Humidification
0
Btuh
Blower
.'. 0 Btuh
Piping
0
Btuh
• • 0 • • -
• • • •
Equipment load
33334
Btuh
Use manufacturers data
0410'.'
•
Rate/swing multiplier
0.96
Infiltration
Equipment sensible load
43177 Btuh
Method
Simplified
Latent Cooling Equipment Load Sizing
Construction quality
Average
Fireplaces
0
Structure
3699 Btuh
Duds
3309 Btuh
Central vent (0 cfm)
0 Btuh
Heat'
Coolinngg
(none)
Area (ft2)
1775
1775
Equipment latent load
7007 Btuh
Volume (ft3)
26226
26226
• Airchanges/hour
0.25
0.13
Equipmenttotal load
50184 Btuh
Equiv AVF (cfm)
110
59
Req. total capacity at 0.70 SHR
5.1 ton
Heating Equipment Summary
Cooling Equipment Summary
Make
Make RHEEM
Trade
Trade
Model
Cond RA1760AJ2CB
AHRI ref
Coil RH2T6024MEACJA
AHRI ref
Efficiency
80AFUE
Efficiency
16 SEER
' Heating input
0
Btuh
Sensible cooling
39200 Btuh
Heating output
0
Btuh
Latent cooling
16800 Btuh
Temperature rise
0
OF
Total cooling
56000 Btuh
Actual airflow
1850
cfm
Actual airflow
1850 cfm
Air flow factor
0.055
cfm/Btuh
Airflowfactor
0.041 cfm/Btuh
Static pressure
0.50
in H2O
Static pressure
0.50 in H2O
Spacethermostat
Load sensible heat ratio
0.87
Calculations approved byACCA to meet all requirements of Manual J 8th Ed
w1•i htsoli#• 2018-Feb-131911:03
++.. 9 Right -Suite® Universal Paget
ACCK ...at 128 NE 94 SM28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces N
Right-J® Worksheet
AHU/CU#1
Job:
Date: Jan 22, 2018
1
Room name
AHUCU#1
Master Bed 2
2
Eposedwall
217.6 ft
27.8 It
3
Room height
10.0 ft d
10.0 ft heatbool
4
Room dimensions
10 x 250.8 ft
5
Room area
2668.4 fF
250.8 ft'
Ty
Construction
U-value
Or
HTM
Area VF)
Load
Area (fF)
Load
number
(BtuW-OF)
(BtuhAF)
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NAP/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
Vy
13A-7.5ors
0.095
n
172
1.72
815
454
781
781
0
0
0
0
Tinted Glass
1.010
n
18.28
20.36
361
0
6596
7346
0
0
0
0
Tinted Glass
1.010
n
0.00;
0.00
0
0
0
0
0
0
0
0
VtJ
13A-7.5ocs
0.095
e
1.72
1.72
507
365
627
627
138
113
195
195
Tinted Glass
1.010
a
18.28
38.14
142
0
2593
5409
25
0
457
953
Tinted Glass
1.010
e
0.00
000
0
0
0
0
0
0
0
0
Vjl
13A-7.5ocs
0.095
s
172
172
621
257
442
442
139
54
92
92
Tinted Glass
1.010
s
18.28
2323
232
0
4237
5383
86
0
1563
1986
t��G
Tinted Glass
1.010
s
18.28
22.36
132
132
2413
2952
0
0
0
0
13A-7.5ocs
0,095
w
1.72
1.72
233
223
384
384
0
0
0
0
Tinted Glass
1 010
w
0.00
0.00
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
18.28
22.36
10
10
183
224
0
0
0
0
Tinted Glass
1.010
w
000
0.00
0
0
0
0
0
0
."6Co
0
P
12B4)9a
0.097
0.00
0.00
0
0
0
0
•0
• 0
• • • 0
404
P
13A-7.5ocs
0.095
0.00
0.00
0
0
0
0
' la
s 0
0
0
L-D•
11 J O
0 600
n
0.00
0.00
0
0
0
0
0
s
0
.• . C.
0
C
16B-30md
0.032
0.58
1.75
2665
2665
1544
4674
26f
• • • • 251
• V5
F
22A-0
0.989
17.90
0.00
2665
218
3895
0
2.51
• i • • 28
497
0
•
••
• •
'
•
••
•••
•
••••
•
so
• •
•
• •
'
•
•
•
• •
•••••
•• •
• •
••
.
6
c) AED excursion
0
0
Envelopeloss(gain
23694
28222
2949
3667
12
a) Infiltration
2728
1276
348
163
b) Roomwri lation
0
0
0
0
13
Internal gains: Occupants @ 230
6
1380
2
460
Applianoesbtf-er
1200
0
Subtotal (I ines 6 to 13)
26422
32078
3297
4289
Less external load
0
0
0
0
Lesstrarsfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
26422
32078
3297
4289
15
Ductloads 132%
48%
8379
15482
32%
48%
104612070
Total room load
34801
47560
4343
6359
Air required (cfm)
1850
1850
231
247
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wri � htsofrt" 2018-Fefr131: el
Right -Suite® Uniwrsa12017 17.0.17 RSU14591 PPagge 1
A k ... at 128 NE 94 SW 28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
Right-J® Worksheet Job:
AHU/CU#1 Date: Jan 22, 2018
_... By*
E2q+wRy Gyp kc
1
Room name
MB2WIC
MB2Bath
2
Exposedwall
7.3 It
213 ft
3
Room height
10.0 ft heat/cool
10.0 ft heattcool
4
Room dimensions
10.3 x 7.4 ft
1.0 x 110.7 It
5
Room area
76.0 ft'
1107 ft2
Ty
Construction
U-value
Or
HTM
Area (f8)
Load
Area (fF)
Load
number
(Btuh/F-OF)
(BtuhAN)
or perimeter (ft)
(BWh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NiP/S
Heat
Cool
Gross
NP/S
Heat
Cool
6
Vy
13A-7.5ocs
0.095
n
1.72
1.72
0
0
0
0
139
114
196
196
Cr;
Tinted Glass
1.010
n
18.28
20.36
0
0
0
0
25
0
457
509
Imo_
Tinted Glass
1.010
n
0.00
0.00
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
e
1.72
1.72
73
73
126
126
74
49
85
85
1 1
Tinted Glass
1.010
a
18.28
3814
0
0
0
0
25
0
457
953
Tinted Glass
1.010
e
0.00
0.00
0
0
0
0
0
0
0
0
ly
13A-7.5ocs
0.095
s
1.72
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
s
1828
2323
0
0
0
0
0
0
0
0
Tinted Glass
1.010
s
1828
22.36
0
0
0
0
0
0
0
0
Vh13A-7.5ocs
0.095
w
1.72
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
18.28
22.36
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
0.00
000
0
0
0
0
0
0
• • • • e!
0
P
12&Osw
0.097
0.00
0.00
0
0
0
0
•0
• 0
• • • g
PI
cs 13A-7.5o
0.095
0.00
0.00
0
0
0
0
• Q
•• 0
0
0
L-D
11 JO
0.600
n
0.00
0.00
0
0
0
0
b
• 0
�•• 5
0
C
16&30md
0.032
0.58
1.75
75
75
43
131
♦14
• • • 111
• "
1�
F
22A-tpl
0989
17.90
0.00
75
7
131
0
11j
21
382o
0
• •
•
Pee
••a••
04,
•oe so
• •
•
•
• •
••
•
•
•
•
64
•• •
• •
•
6
c) AED excursion
0
0
Envelope loss/gain
301
257
1641
1937
12
a) Infiltration
92
43
267
125
b) Room vertilation
0
0
0
0
13
Internal gains. Ocxupants@ 230
0
0
0
0
Appliances/other
0
0
Subtotal (lines 6to 13)
392
300
1908
2063
Lessedernalload
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Sublotal
392
300
1908
2063
15
Dudloads
32%
48%
124
145
32%
48%
605
995
Total room load
517
445
2514
3058
Air required (cfm)
27
17
134
119
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
*� Ad- wVIgh50'Ct" Right -Suite® universal 201717.0.17RSU14591 2018-Fetr131Pa1.03
te2
at 128 NE 94 SM28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces N 9
Right-J® Worksheet Job:
AHU/CU#1 Date: Jan 22, 2018
By.
1
Room name
Master Bed area
Master Bath
2
Exposedwall
32.7 ft
18.9 ft
3
Room height
10.0 ft heat/000l
10.0 ft heat/cool
4
Room dimensions
1.0 x 596.5 ft
10.9 x 15.8 ft
5
Room area
596.5 ft'
172.8 ft'
Ty
Construction
U-value
Cr
HTM
Area (fF)
Load
Area (ff')
Load
number
(Btuh/F-°F)
(BtuhAt2)
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NnP/S
Heat
Cool
Gross
NtP/S
Heat
Cool
6
Vf/
13A-7.5ocs
0.095
n
1.72
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
n
18.28
20.36
0
0
0
0
0
0
0
0
Imo_ GG
Tinted Glass
1.010
n
0.00
0.00
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
a
1.72
1.72
81
27
46
46
0
0
0
0
1 1
Tinted Glass
1.010
e
18.28
38.14
54
0
987
2059
0
0
0
0
L�
Tinted Glass
1.010
e
0.00
0.00
0
0
0
0
0
0
0
0
W
13A-7.5ocs
G095
s
1724
1.72
246
137
236
236
109
72
123
123
Tinted Glass
1.010
5
18.28
2323
109
0
1988
2526
38
0
686
871
Tinted Glass
1.010
s
18.28
22.36
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
w
1.72
1.72
0
0
0
0
80
70
120
120
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
18.28
22.36
0
0
0
0
10
10
183
224
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
•••• d
0
P
12B 0sv
0.097
0.00
0.00
0
0
0
0
•0
• 0
• • Q
P
13A-7.5ocs
0.095
-
0.00
0.00
0
0
0
0
•
•• 0
0
0
11.10
0.600
n
0.00
0.00
0
0
0
0
0•
• 0•5.
0
C
16&30md
0.032
0.58
1.75
597
597
346
1046
1076
• • • • 173
• IVQ
F
22A-tpI
0.989
1790
0.00
597
33
585
0
17
: 19
339
0
• •
•
•
• •
•
••
••
••
••
•
•
• •
••
•••••
•
•
•
• •
•
• • •
•
••
6
c) AED excursion
0
0
Errvelope loss(gain
4187
5914
1551
1641
12
a) Infiltration
410
192
237
111
b) Room\entilation
0
0
0
0
13
Internal gains: Occupants@ 230
2
460
0
0
Appliances/other
0
0
Subtotal (I i nes 6 to 13)
4597
6565
1788
1752
Lessexternalload
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
4597
6565
1788
1752
15
Ductloads
32%
48%
1458
3168
32%
48%
567
846
Total room load
6055
9734
2355
2598
Air required (clm)
322
379
125 1
101
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
Wt I ht5d 2018-Feb-1319:11:03
Right-SuiteO uni\ersal 201717.0.17 RSU14591 Page 3
at 128 NE 94 St1128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
!` Right-J® Worksheet
IL AHU/CU#1
Job:
Date: Jan 22, 2018
1
Room name
Bed 1 area
Bed 2
2
Exposedwall
14.3 It
21.8 ft
3
Room height
10.0 ft heat/cool
10.0 ft heat/000l
4
Room dimensions
14.3 x 18.3 ft
13.8 x 18.3 ft
5
Room area
261.3 ft'
252.1 ft'
Ty
Construction
U-value
Or
HTM
Area (it')
Load
Area (ft2)
Load
number
(BtuhAt'-OF)
(BtuhAt')
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Bluh)
Heat
Cool
Gross
NP/S
Heat
Cool
Gross
NP/S
Heat
Cool
6
Vy
13A-7.5ocs
0.095
n
1.72
1.72
143
53
90
90
138
48
82
82
L�-GG
Tinted Glass
1.010
n
18.28,
20.36
90
0
1645
1832
90
0
1645
1832
Tinted Glass
1.010
n
0.00'
0.00
0
0
0
0
0
0
0
0
V�
13A-7.5acs
0.095
e
1.72
1.72
0
0
0
0
80
68
116
116
Tinted Glass
1.010
a
18.28
38.14
0
0
0
0
13
0
229
477
L-G
Tinted Glass
1.010
a
0.00
0.00
0
0
0
0
0
0
0
0
VJ
13A-7,5ocs
0.095
s
1.72
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
s
18.28
23.23
0
0
0
0
0
0
0
0
1��G
Tinted Glass
1.010
s
18.28`>
22.36
0
0
0
0
0
0
0
0
13A-7V
w
1.00
0
0
0
0
0
0
0
0
Tinted la
Tinted Glace
1.010
1010
w
000
0.00
0.00
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
1828
22.36
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
d
0
P
12B-Dm
0.097
0.00
0.00
0
0
0
0
•0
r 0
••••
•• 6 6
P
13A-7.5ocs
0 095
-
0.00
0.00
0
0
0
0
• Q••
0
0
0
11 JD
0.600
n
0.00
0.00
0
0
0
0
0
0
� r• d
0
C
168-30md
0.032
0.58
1.75
261
261
151
458
M@
,+ • • 252
• i4G
F
22A-tpl
0.989
1790
0.00
261
14
255
0
J57
22
389
0
• •
•
••
•
u•
••
•►•
•
••••
•.ee ,
• Oo
so
•
• •
•
•
•• •
•
•• •
6
c) AED excursion
0
0
Envelope loss(gain
2142
2381
2607
2949
12
a) Infiltration
179
84
273
128
b) Roomvenblation
0
0
0
0
13
Internal gains: Occupants @ 230
1
230
1
230
Appliancestother
0
0
Subtotal (lines 6 to 13)
2321
2694
2880
3306
Lessexlernalload
0
0
0
0
Lesstrarsfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
2321
2694
2880
3306
15
Ductloads
32%
48%
736
1300
32%
48%
913
1596
Total room load
3057
3995
3793
4902
Air required (cfm)
162
155
202
191
Calculations approved byACCA to meet all Calculations approved bYACCA to meet all requirements of Manual J 8th Ed.
Manual J 8th Ed.
wrightsaf-f" Right -Suite® Universal 201717.0.17 RSU14591 2018-Feb
Page 4
at 128 NE 94 St1128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
rt Right-J® Worksheet
AHU/CU# 1
E.+ywRrp Cw.p ar
Job:
Date: Jan 22, 2018
W-
1
Room name
Bath Bed 1 & 2
Hallway
2
Exposedwall
7.5 It
0 ft
3
Room height
10.0 It heattcool
10.0 ft heat/000l
4
Room dimensions
7.6 x 18.3 It
1.0 x 109.4 It
5
Room area
139.0 ft'
109.4 ft'
Ty
Construction
U-value
Cr
HTM
Area (ff)
Load
Area (ft)
Load
number
(BtuhAP-°F)
(BtuhAN)
or perimeter (ft)
(Bbuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NuPlS
Heat
Cool
Gross
N1P/S
Heat
Cool
6
V►/
13A-7.5ocs
0.095
n
172
1.72
75
50
86
86
0
0
0
0
GL_�G
Tinted Glass
1010
n
18.28
20.36
25
0
457
509
0
0
0
0
Tinted Glass
1010
n
0.00
0.00
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
e
172
1.72
0
0
0
0
0
0
0
0
11
Tinted Glass
1.010
a
18.28
38.14
0
0
0
0
0
0
0
0
Tirted Glass
1.010
a
0.00
000
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
s
1.72
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
s
18.28
23.23
0
0
0
0
0
0
0
0
Tired Glass
1.010
s
18.28
22.36
0
0
0
0
0
0
0
0
13A-7.5ocs
0 095
w
1.72
1.72
0
0
0
0
0
0
0
0
J-�-G
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
0
0
Tinted Glass
1D10
w
18.28
22.36
0
0
0
0
0
0
0
0
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
0
• • •
0
P
128-09N
0.097
0.00
0.00
0
0
0
0
00
• 0
•
• • •op
•
R
13A-7.5ocs
0.095
0.00
0.00
0
0
0
0
•
•• 0
0
0
L-D
11,D
0.600
n
0.00
0.00
0
0
0
0
0•
• 0
•• 0•
0
c
168-30md
0.032
0.58
175
138
138
80
241
1
• • • • 109
• fr1
1
F
22A-tpl
0.989
17.90
0.00
138
8
134
0
1p
: 0
0
0
• • •
•
•
••So•
••
••
••
•
•
•
• •
•
•••••
•
•
•
•
•
•
•• •
•
•• •
6
c) AED excursion
0
0
Err./elope IosJgain
757
836
63
192
12
a) Infiltration
94
44
0
0
b) Roomvenblation
0
0
0
0
13
Internal gains: Occupants@ 230
0
0
0
0
Appliancesuother
0
0
Subtotal (I i nes 6 to 13)
851
880
63
192
Less eMernalload
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
851
880
63
192
15
Dudloads 132%
48%
270
425
32%
48%
20
93
Total room load
1121
1305
83
284
Air required (cfm)
60
51
4
11
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
I wri htSOft" 2018-Feb-1319:11.03
Right -Suite® Universal 2017 17.0.17 RSU14591 Page 5
At8iA.... at 128 NE 94 W28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
Right-J® Worksheet
AHU/CU#1
EBain ar
Job:
Date: Jan 22, 2018
By.
1
Room name
Study
Florida Rm
2
Exposedwall
12.7 It
12.7 It
3
Room height
10.0 ft heat/cool
10.0 ft heaVcool
4
Room dimensions
1.0 x 201A ft
12.7 x 15.8 ft
5
Room area
201A ft'
200.6 ft'
Ty
Construction
U-value
Or
HTM
Area (f 2)
Load
Area (ft)
Load
number
(Btuh/F-OF)
(BtuhA-)
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NP/S
Heat
Cool
Gross
NP5
Heat
Cool
6
Vy
13A-7.5ocs
0.095
n
1.72
172
0
0
0
0
127
37
63
63
Tinted Gass
1.010
n
18.28
20.36
0
0
0
0
90
0
1645
1832
Tinted Gass
1.010
n
0.00
0.00
0
0
0
0
0
0
0
0
y/
13A-7.5ocs
0.095
e
1.72
1.72
0
0
0
0
0
0
0
0
1 1
Tinted Glass
1.010
a
18.28
38.14
0
0
0
0
0
0
0
0
l_(G;
Tinted Gass
1.010
a
0.00
0.00
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
s
1.72
172
127
-5
-9
-9
0
0
0
0
Tined Gass
1.010
s
18.28
23.23
0
0
0
0
0
O
0
0
Tinted Glass
1 010
s
18.28
22.36
132
132
2413
2952
0
0
0
0
0010
w
0
0
0
0
0
0
Goof
p
Tinted5 Glass
Tinted Gass
1010
w
000
0.00
000
0.00
0
0
0
0
0
0
• p
• •
Tinted Glass
1.010
w
18.28
22.36
0
0
0
0
0
• • 0
•
0
A
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
•
• 0
•• 6
0
P
12B Osn
OD97
0.00
0.00
0
0
0
0
0
0
•• pp
PI
13A-7.5ocs
OD95
-
0.00
0.00
0
0
0
0
• fl
: • • 0
• • b
0
_
L-D
11.A
0.600
n
0.00
0.00
0
0
0
0
•0
• • • • 0
•0
toc
16B30md
0.032
0.58
1.75
201
201
117
353
201
201
11
3
F
22A-tpl
0.989
17.90
0.00
201
13
227
0
2OT
• • • • 13
0
•
••••
••••
•
•
•
•
•
•
• •Go
•
•
••
•
•
6
c) AED excurson
0
0
Envelope losstgain
2747
3296
2051
2247
12
a) Infiltration
159
74
159
74
b) Room ventilation
0
0
0
0
13
Intemalgains: Occupants@ 230
0
0
0
0
Appliancestother
10
10
Subtotal (Ilnes6to13)
2906
3370
2210
2321
Less external load
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
2906
3370
2210
2321
15
Ductloads 132%
48%
922
1626
32%
48%
701
1120
Total room load
3828
4996
2911
3442
Air required (cfm)
203
194
155
134
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
W"i ht.40'fL" 2018-Feb-1319:11:03
Right-SuiteO Universal 2017 17.0.17 RSU14591 Page 6
'�` ... at 128 NE 94 St1128 NE 94 Street Residence.rup Calc = MJ8 Front Door faces: N
Right-J® Worksheet Job:
IL By-.
AHU/CU#1 Date: Jan 22, 2018
E dwp YI[
1
Room name
Kitchen
2
Exposedwall
40.8 R
3
Room height
10.0 It heaVcool
4
Room dimensions
19.4 x 15.3 ft
5
Room area
297.7 ft'
Ty
Construction
U-value
Or
HTM
Area (ft')
Load
Area
Load
number
(BtuhAtT-°F)
(BtuhAF)
or perimeter (ft)
(Bluh)
or perimeter
Heat
Cool
Gross
N/P/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
V►l
13A-7.5ocs
0.095
n
1.72
1.72
194
153
264
264
( �C
Tinted Glass
1.010
n
18.28
20.36
41
0
746
831
L-C
Tinted Glass
1.010
n
0.00
0.00
0
0
0
0
13A-7.5ocs
0.095
a
1.72
1.72
60
35
60
60
11
Tinted Glass
1.010
e
18.28
38.14
25
0
463
966
Tinted Glass
1.010
e
0.00
0.00
0
0
0
0
Vt/
13A-7.5ocs
0.095
5
172
172
0
0
0
0
Tinted Gass
1 010
s
1828
2323
0
0
0
0
Tinted Gass
1 D10
s
1818
22.36
0
0
0
0
13A-7.5ocs
0.095
w
1.72
1.72
153
153
264
264
0000
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
•
• • • • •
•
Tinted Glass
1D10
w
18.28
22.36
0
0
0
0
•
•
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
• •
•
• • •
P
1213Asw
0.097
0.00
0.00
0
0
0
0
; • • •
•
PII
13A-7.5ocs
0.095
0.00
0.00
0
0
0
0
• •
• • •
•
c---D
11 JD
0.600
n
0.00
0.00
0
0
0
0
• •
• • • •
•
•
C
1613-30md
0.032
G58
1.75"
298
298
172
522
•
•
F
22A-lpl
0.989
-
17.90
0.00
298
41
729
0
• •
•
• • •so
• •
• • • • •
•
• •
• •
•
0
6
c) AED excursion
0
Envelope loss(gain
2698
2906
12
a) Infiltration
511
239
b) Roomventilation
0
0
13
Internal gains. Occupants @ 230
0
0
Appliances/other
1200
Subtotal (lines 6 to 13)
3209
4345
Less external load
0
0
Lesstransfer
0
0
Redistribution
0
0
14
Subtotal
3209
4345
15
Dud loads
32%
48%
1018
2097
Total room load
4226
6442
Air required (cfm)
225
251
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wrightsaftF Right -Suite® Universal 2017 17.0.17 RSU1 4591 2018-Feb131Pa1e7
�` ... at 128 NE 94 SH128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N g
Right-J® Worksheet
AHU/CU#2
Job:
Date: Jan 22, 2018
1
Room name
AHU,CU#2
Living area
2
E)posedwall
122.1 It
35.4 It
3
Room height
14.8 ft d
17.0 It heaVcool
4
Room dimensions
1.0 x 7663 1t
5
Room area
1775.3 ft'
766.3 ft
Ty
Construction
U-value
Or
HTM
Area (1F)
Load
Area (fo)
Load
number
(Btuh/F-OF)
(BtuhA`)
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NP/S
Heat
Cool
Gross
NiP/S
Heat
Cool
6
y/
13A-7.5ocs
0.095
n
172
1.72
255
92
158
158
0
0
0
0
Tinted Glass
1 010
n
000
0.00
0
0
0
0
0
0
0
0
I�_GG
Tinted Glass
1010
n
1828
20.36
163
0
2980
3319
0
0
0
0
Vtl
13A-7.5ocs
0095
e
1.72
1.72
242
161
276
276
136
54
94
94
1 1
Ili;
Tinted Glass
1 010
a
0.00
0.00
0
0
0
0
0
0
0
0
Tirtted Glass
1.010
a
18.28
23.85
82
74
1491
1946
82
74
1491
1946
13A-7.5ocs
0.095
s
1.72
1.72
884
257
442
442
330
69
119
119
Tinted Glass
1.010
s
18.28
23.23
495
0
9049
11499
261
0
4771
6D63
Tinted Glass
1.010
s
1828
22.36
132
132
2413
2952
0
0
0
0
13A-7.5ocs
0.095
w
1.72
1.72
360
228
393
393
136
54
• • 69q
94
Tinted Glass
1.010
w
18.28
38.14
50
0
914
1907
0
•
0
•
•
• • •
G0
Tinted Glass
Tinted Glass
1.010
1 010
w
w
0.00
18.28
0.00
23.85
0
82
0
74
0
1491
0
1946
0
•8.
0
• 74
• • 1494
1946
P
1213-0sw
0.097
1.76
1.40
138
138
242
193
0
0
• • pp
•0
P
13A-7.5ocs
0.095
1.72
1.08
577
556
955
602
• f)
• • 0
• • b
11 J3
0.600
n
10.86
18.78
21
21
228
394
G 9
• • • 0
• 0
•0
c
16B30md
0.032
0.58
1.75
1775
1775
1028
3113
766'
766
441
1
F
22A-tpl
0.989
1790
0.00
1775
122
2185
0
76 Q
• • • • 35
•
• • •f!
0
sG••
•
•
•
••••
••G•
••
•
• •
•
•
••
••••
•
POOP
•
see
• •
•• 4•
6
c) AED excursion
0
-114
Envelope loss(gain
24247
29139
9138
11490
12
a) Infiltration
2183
1021
755
353
b) Roomventilation
0
0
0
0
13
Internal gains: Oxupants @ 230
7
1610
5
1150
Applianoes/other
500
0
Subtotal (lines 6 to 13)
26430
32270
9893
12993
Less external load
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
26430
32270
9893
12993
15
Duct oa 126%
40%1
6905
12800
26%
40%
2584
5154
Total room load
33334
45070
12477
18147
Air required (dm)
1850
1850
692
745
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
Wry � , 2018-Feb-13 19 11,03
g Right -Suite® Universal 2017 17.0.17 RSU14591 Page 8
at 128 NE 94 SM28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces: N
•
POGO
•
•
rIL
Right-J® Worksheet AHU/CU#2 pate: Jan 22, 2o1a
.V."
1
Room name
Dining Rm
Reception
2
Exposed wall
12.8 ft
12.8 It
3
Room height
13.0 ft heal/cool
20.0 ft heat/cool
4
Room dimensions
1.0 x 250.6 ft
12.8 x 6.5 ft
5
Room area
250.6 ft
82.9 ft2
Ty
Construction
U-value
Or
HTM
Area (fF)
Load
Area (fF)
Load
number
(Btuh/F-°F)
(Btuhfit')
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NiP/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
Vy
13A-7.5ocs
0.095
n
1.72
1.72
0
0
0
0
255
92
158
158
Tined Glass
1.010
n
0.00
0.00
0
0
0
0
0
0
0
0
I��G
Tinted Glass
1.010
n
18.28
90.36
0
0
0
0
163
0
2980
3319
1�!
13A-7.5ocs
0.095
a
1.72
172
0
0
0
0
0
0
0
0
11
I--G
Tinted Glass,
1.010
e
0.00
0.00
0
0
0
0
0
0
0
0
G
Tinted Glass
1.010
a
18.28
23.85
0
0
0
0
0
0
0
0
V}/
13A-7.5ocs
0.095
s
1.72
1.72
166
34
58
58
0
0
0
0
Tinted Glass
1.010
s
1828
23.23
0
0
0
0
0
0
0
0
Tinted Glass
1.010
s
18281
".36
132
132
2413
2952
0
0
0
0
Vh13A-7.5ocs
0.095
w
172
1.72
0
0
0
0
0
0
•• •,c
0
Tinted Glass
1.010
w
18.28
38.14
0
0
0
0
0
0
• pp
•0
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
0
• 0
• • • b
Tinted Glass
1.010
w
18.28
23.85
0
0
0
0
• •
P
128.O9w
0.097
1.76
1.40
138
138
242
193
0
0
• • pp
P
13A-7.5ocs
0.095
-
1.72
1.08
0
0
0
0
"
: • • 167
• �88
181
11.A
0.600
n
10.86
18.78
0
0
0
0
"
• • • 21
228
314.
C
16B 30md
0A32
0.58
1.75
251
251
145
439
83
83
Q
1
F
22A-tpl
0.989
17.90
0.00
251
13
228
0
B M
• • • • 13
•
••••
•
•
aro*••
oe
••
••••
••
•
• •
:4
••••
•
•
•
•
•
•
•
• •
••
• •
••
•
•
6
c) AED excursion
-33
-38
Envelope lossIgain
3086
3609
3930
4160
12
a) Infiltration
208
97
320
149
b) Room ventilation
0
0
0
0
13
Internal gains. Oocupents@ 230
0
0
0
0
App iances/other
0
0
Sublotal (lines 6to 13)
3294
3706
4250
4310
LesseAerntalload
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
3294
3706
4250
4310
15
Dudloads
26%
40%
860
1470
26%
40%
1110
1709
Total room load
4154
5176
5360
6019
Air required (cfm)
231
212
297
247
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
Wr1�hLSDit" Right -Suite® Universal 2017 17.0.17 RSU14591 2018-FebP'agge 9e9
P
�` ... at 128 NE 94 Sfl128 NE 94 Street Residence.rup Calc= MJ8 Front Door faces N
Right-J® Worksheet Job:
AHU/CU#2 Date: Jan 22, 2018
1
Room name
Gym
Laundry
2
Exposedwall
30.5 ft
8.6 It
3
Room height
13.0 It heat/cool
10.5 It heat/cool
4
Roomdimensions
22.3 x 21.3 It
9.3 x 8.6 It
5
Room area
476.4 ft'
801 ft
Ty
Construction
U-value
Or
HTM
Area (tt')
Load
Area (T)
Load
number
(Btuh/F-OF)
(Btuhk2)
or perimeter (ft)
(Btuh)
or perimeter (ft)
(Btuh)
Heat
Cool
Gross
NiP/S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
VN
13A-7.5ocs
0.095
n
172
1.72
0
0
0
0
0
0
0
0
Tinted Glass
1.010
n
0.00
0.00
0
0
0
0
0
0
0
0
t�GG
Tinted Glass
1.010
n
18.28
20.36
0
0
0
0
0
0
0
0
V►
13A-7.5ocs
0.095
a
1.72
1.72
106
106
183
183
0
0
0
0
11
�- G
Tinted Glass
1.010
a
0.00
0.00
0
0
0
0
0
0
0
0
t-G
Tirted Glass
1.010
a
18.28
23.85
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
s
172
172
290
81
140
140
0
0
0
0
Tinted Glass
1.010
s
1828
2323
209
0
3821
4855
0
0
0
0
7irted Glass
1.010
s
18.28'
2236
0
0
0
0
0
0
0
0
13A-7.5ocs
0.095
w
1.72
1.72
0
0
0
0
90
65
• • 61Q
112
Tinted Glass
1.010
w
18.28
38.14
0
0
0
0
25
0
•
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
• 0
• 0
• •�jj
0
Tinted Glass
1.010
w
18.28
23.85
0
0
0
0
• g
• • � 0
• • 9
0
P
12B4D9N
0.097
176
1.40
0
0
0
0
0
0
•• QQ
P
13A-7.5ocs
0.095
1.72
1.08
290
290
499
314
IM
• • • 98
• 1*i9
1 P6
11 J0
0.600
n
10.86
1878
0
0
0
0
• Q
• • • • 0
•0
O
C
1613-10md
0-032
0.58
175
476
476
276
835
80
80
4
1�
F
22A-tpl
0.989
17.90
0.00
476
31
546
0
8e
• • • • 9
• •15
• 0
•••
•
•
•
••••
••••
•
• •
• •
•
•
••••
•
•
•
•
•
•
•
•
• •
••
•
••
6
c) AED excursion
-61
203
Envelope loss/gain
5464
6266
938
1515
12
a) Infiltration
497
232
113
53
b) Room eentilabon
0
0
0
0
13
Internal gains. Occupants@ 230
2
460
0
0
Appliances/other
0
500
Subtotal (I i nes 6 to 13)
5961
6959
1051
2068
Less external load
0
0
0
0
Lesstransfer
0
0
0
0
Redistribution
0
0
0
0
14
Subtotal
5961
6959
1051
2068
15
Ductloads
26%
40%
1557
2760
26%
40%
274
820
Total room load
7519
9719
1325
2889
Air required (cfm)
417
399
74
119
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wri htSof - P 2018-Febage 03
10
� Right -Suite® Universa12017 17.0.17 RSU14591 Page
... at 128 NE 94 SM28 NE 94 Street Residence.rup Calc= MJ8 Front Door faces N
Right-J® Worksheet Job:
71L By,
AHU/CU#2 Date: Jan 22, 2018
E,y+w9y ds+)n, Nc
1
Room name
ToolsRm
2
E)posedwall
22.1 It
3
Room height
10.5 ft heaVcool
4
Room dimensions
9.3 x 12.8 ft
5
Room area
119.0 ft'
Ty
Construction
U-value
Or
HTM
Area OF)
Load
Area
Load
number
(BtuhAt20F)
(BtuhAt2)
or perimeter (ft)
(Btuh)
or perimeter
Heat
Cool
Gross
NP)S
Heat
Cool
Gross
N/P/S
Heat
Cool
6
Vy
13A-7.5ocs
0.095
n
1.72
1.72
0
0
0
0
Tinted Glass
1.010
n
0.00
0.00
0
0
0
0
Timed Glass
1.010
n
18.26
20.36
0
0
0
0
13A-7.5ocs
0.095
e
1.72
1.72
0
0
0
0
1 1
Tinted Glass
1.010
e
0.00
0.00
0
0
0
0
Tinted Glass
1.010
a
18.28
23.85
0
0
0
0
13A-7.5ocs
G095
s
1.72
172
98
73
126
126
Tinted Glass
1.010
s
18.28
23.23
25
0
457
581
Tinted Glass
1.010
s
18.28
22.36
0
0
0
0
13A-7.5ocs
0.095
w
1.72
1.72
134
109
187
187
Y • • •
Tinted Glass
1.010
w
18.28
38.14
25
0
457
953
*sees
• •
Tinted Glass
1.010
w
0.00
0.00
0
0
0
0
Tinted Gass
1 D10
w
18.28
23.85
0
0
0
0
• •
•
• • •
P
12B-Ow
OB97
1.76
140
0
0
0
0
••
P
13A-7.5ocs
0.095
1.72
1.08
0
0
0
0
• •
• • •
• • •
•
11JO
OBOO
n
10.86
18.78
0
0
0
0
**sees
•
•
C
16B30md
0.032
0.58
1.75
119
119
69
209
•
F
22A-tpl
0.989
17.90
0.00
119
22
395
0
••+•
• •
• **sow
•
•
•
•
••
••o
+ •
•
•
•
•
e
• •
r
• •
6
c) AED excursion
42
Envelope losstgain
1691
2098
12
a) Infiltration
291
136
b) Room ventilation
0
0
13
Internal gains: Occcupants@ 230
0
0
Appliances/other
0
Subtotal (lines 6to 13)
1982
2234
Lessexternalload
0
0
Lesstransfer
0
0
Redistribution
0
0
14
Sublotal
1982
2234
151
Uclloads
26%
40%1
518
886
Total room load
24991
3120
Air required (dm)
1391
128
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
ri htsOft' 2018-Feb-1319:11:03
w
#s Q Right -Suite® Universal201717.0.17RSU14591 Page11
at 128 NE 94 St1128 NE 94 Street Residence.rup Cale = MJ8 Front Door faces N
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
- Project Name: 128 NE 94th Street Residence
BuilderName:
Street: 128 NE 94th Street
Permit Office:
City, State, Zip. Miami , FL, 33138
Permit Number.
owner.
Jurisdiction: 232400
Design Location: FL, Miami
County:. miami-Dade (Florida Climate Zone 1 }
1 New construction or existing New (From Plans)
9. Wall Types (4632.0 sqft.)
Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Irt Insd, Exterior
R=7.5 3917.00 if
b. Concrete Block - Irt Insul, Adjacert
R=7.5 577.00 fi
3. Number of units, if multiple family 1
c. Frame - Steel, Adjacent
R=11.0 136DO f?
4. Numt>Ier of Bedrooms 4
d. NIA
R= fi
5. Is this a worst case? No
10. Ceiling Types (4443.0 sgrt.)
Insulation Area
a. Under Attic (Vented)
R=30.0 �,W$ .00 ff
6. Conditioned floor area above grade (TC2) 4443
b. NIA
R= • • ft,
••••
Conditioned floor area below grade (ft2) 0
c. NIA
11. Ducts
: •� ff•
• •
" ;' • F� • 1t2
7. Windows(1881.0 sgft.) Description Area
a. Sup: Attic.Ret: Attic,AH: AHUCY40000 ' 60444.3 0 • • • :
a. U-Factor: SgI,U=1.01 Ias1.00ft2
b.Sup: Attic,Ret:Attic,AH.AHUC".;••
Co 444.3 :,,o
SHGC: SHGC=0.21
b. U Factor. NIA
12. Cooling systems
0000 • • •
•
0 0 0Its buThr : "�l�ncy • • • •
SHGC:
a. Central Unit
b. Central Unit
0
56.0 SE"16.00 0,0,
° •;"; 56.0 16.00
c. U-Factor: NIA ftZ
.. •• •• • ••*•
SHGC:
13.Heating systems
•••••kBbAr Eiciency '
d. U-Factor: NIA n2
a. Electric Strip Heat
; ' ; 324 COD:1.00 • • ••
SHGC:
b. Electric Strip Heat
32.j'COPM.00
Area Weighted Average Overhang Deptn 0.000 ft.
• • • . •
••
Area Weighted Average SHGC: 0.210
14. H ot water systems
Natural Gas
• • •
Cap: db
8. Floor Types (4443.0 sgft) Insulation Area
a.
gallons
EF: 0.810
a. Slab -On -Grade Edge Insulation R=0.0 4443.00 ff
b. Conservation features
b. NIA R= 1t None
c. NIA R= ft'
15. Credits
Pstat
Total Proposed Modified Loads: 175.42
PASS
Gloss/Floor Area: 0.423
Total Baseline Loads: 176.58
1 hereby certify that the plans and specif o t cRc�r�l �i�
Review of the plans and
O�10E
-this calculation are in compliance with�� ��
'•
spec'Ificati on s covered bythis
~ _-
Cade. �� •• *
calculation indicates compliance�
�•• �� •
with the Florido Energy Code.
ti »�:�, ';4 .:== T`• Nl ,
PREPARED BY: ANTONIO R •
Before construction is completed
DATE: 2-13-18 F '
this building will be inspected for
compliance with Section 553.908
Florida Statutes.
'T •
• '• 5� �• ��
I hereby certify that this building, as aliAg Rig , is Inc olxl( t �
Ov
C �9
Op �
with the Ronda Energj Code.
0iQ~'••••.L.••'• P����•
WE
-01NNERfAGENT:
BUILDING OFFICIAL:
•eels
DATE:
DATE:
- Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
- Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this projectregtires an
- envelope leakage test reportwith envelope leakage no greaterthan 3.00ACH50 (R402A.12).
- Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSURESNETIICC 380, 19 not greater than 0.030 Qn for whole house.
2113/2016 7.21 PM EnergyGauge@ USA- FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
_
PROJECT
Title:
128 NE 94th Street Residence Bedrooms: 4
Address Type:
Street Address
Building Type:
User
Conditioned Area: 4443
Lot #
Owner Name:
Total Stories: 1
Block/Subdivision:
# of Units:
1
Worst Case: No
PlatBook:
Builder Name:
Rotate Angle: 0
Street:
128 NE 94th Street
Permit Office:
Cross Ventilation:
County:
miami-Dade
Jurisdiction:
232400
Whole House Fan:
City, State, Zip:
Miami ,
Family Type:
Single-family
FL, 33138
New/Existing:
New (From Plans)
Comment:
Folio#11-3206-013-2980
CLIMATE
Design Temp
Int Design Temp Heating
Design Daily Temp
v Design Location
TMY Site 97.5 % 2.5 %
Winter
Summer Degree Days Moisture
Range
FL, Miami
FL_MIAMI_INTL_AP 51 90
70
75 149.5
00�60
• •
Low
BLOCKS
0*0
•• •
•• •
'
Number
Name
Area Volume
•
1
AHU/CU-1
2668 26680
0000
• •
• •
•.•••.
•
2
AHU/CU-2
1775 26625
•
SPACES
" "
000000
•• •
•
•••••
•
Number
Name
Area Volume Kitchen Occupants
Bedrooms
Infil;D Fi;ished • ed
-F&tfet
1
AHUCU1
2668 26680 Yes 5
4
•
1 ' 0 . •Y4s
. 0Ygs
Yes"
2
AHUCU2
1775 26625 No 0
0
1 Yes
• • .
• •YA
Yes
FLOORS
#
Floor Type
Space Perimeter Perimeter R-Value
Area
Joist R-Value
Tile Wood
Carpet
1 Slab -On -Grade Edge Insulatio AHUCU1 218 ft 0
2668 ft2
0 0
1
2 Slab -On -Grade Edge Insulatio AHUCU2 122 ft 0
1775 ft2
—__
0 0
1
ROOF
/
Roof Gable Roof
Solar
SA Emitt
Emitt Deck
Pitch
#
Type
Materials Area Area Color
Absor.
Tested
Tested Insul.
(deg)
1
Hip
Metal 0 ft2 0 ft2 Medium
0.25
No 0.75
No 0
22.6
•
ATTIC
, /
V #
Type
Ventilation Vent Ratio (1 in)
Area
RBS IRCC
1
Full attic
Vented 300
0.05 ft2
N N
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R405-2017
_
CEILING
#
Ceiling Type Space
R-Value
Ins Type Area
Framing Frac Truss Type
1
Under Attic (Vented) AHUCU1
30
Double Batt 2668 ft2
0.11
Wood
2
Under Attic (Vented) AHUCU2
30
Double Batt 1775 ft2
0.11
Wood
WALLS
Adjacent
Cavity Width
Height
Sheathing Framing Solar
Belowo
Space
1
N
Exterior
Concrete Block - Int Insul AHUCU1
7.5 81.5
10 815.0 ft2
0 0.25
0
2
E
Exterior
Concrete Block - Int Insul AHUCUI
7.5 50.7
10 507.0 ft2
0 0.25
0
3
S
Exterior
Concrete Block - Int Insul AHUCU1
7.5 62.1
10 621.0 ft2
0 0.25
0
4
W
Exterior
Concrete Block - Int Insul AHUCUI
7.5 23.3
10 233.0 ft2
0 0.25
0
5
N
Exterior
Concrete Block - Int Insul AHUCU2
7.5 25.5
10 255.0 ft2
0 0.25
0
6
E
Exterior
Concrete Block - Int Insul AHUCU2
7.5 24.2
10 242.0 ft2
0 0.25
0
7
S
Exterior
Concrete Block - Int Insul AHUCU2
7.5 88.4
10 884.0 ft2
0 • • • •0.25
0
8
W
Exterior
Concrete Block - Int Insul AHUCU2
7.5 36
10 360.0 ft2
• •
0 • • • •0.25
• • •Q •
9
N
Garage
Concrete Block - Int Insul AHUCU2
7.5 57.7
10 577.0 ft2
"
V. *0.25
0 •
-
00000
10
N
Garage
Frame - Steel AHUCU2
11 13.8
10 138.0 ft2
• ;
0 • 0.25
, 0
•••.•
DOORS
....
.
.....
•
#
Omt
Door Type Space
Storms
U-Value
t •
Hcig t• •
Area
Ft
•• trf
Ft •.In •
""'
•
1
N
Wood AHUCU2
None
.46 3
: �: �:
7
21 ft2 •
WINDOWS
Orientation shown is the entered, Proposed orientation.
" '
•"•'.
0
/
Wall
Overhang
v
#
Omt ID
Frame Panes NFRC
U-Factor SHGC
Imp
Area Depth
Separation
Int Shade
Screening
1
N 1
Metal Single (Tinted) Yes
1.01 0.21
N
361.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
2
E 2
Metal Single (Tinted) Yes
1.01 0.21
N
142.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
3
S 3
Metal Single (Tinted) Yes
1.01 0.21
N
364.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
4
W 4
Metal Single (Tinted) Yes
1.01 0.21
N
10.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
5
N 5
Metal Single (Tinted) Yes
1.01 0.21
N
163.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
6
E 6
Metal Single (Tinted) Yes
1.01 0.21
N
82.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
7
S 7
Metal Single (Tinted) Yes
1.01 0.21
N
627.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
8
W 8
Metal Single (Tinted) Yes
1.01 0.21
N
132.0 ft2 0 ft 0 in
0 ft 0 in
Drapes/blinds
None
GARAGE
#
Floor Area Ceiling Area
Exposed Wall Perimeter
Avg. Wall Height
Exposed Wall Insulation
1
840 ft2 840 ft2
64 ft
8 ft
1
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
_
INFILTRATION
# Scope
Method
SLA
CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50)
.000229
2665.3 146.32 275.17 .1578 3
HEATING SYSTEM
#
System Type
Subtype
Efficiency Capacity Block
Ducts
1
Electric Strip Heat/
None
COP:1 32.7 kBtu/hr 1
sys#1
2
Electric Strip Heat/
None
COPA 32.7 kBtu/hr 2
sys#2
COOLING SYSTEM
#
System Type
Subtype
Efficiency Capacity Air Flow SHR Block
Ducts
1
Central Unit/
Split
SEER: 16 56 kBtu/hr 1680 cfm 0.75 1
sys#1
2
Central Unit/
Split
SEER: 16 56 kBtu/hr 1680 cfm 0.75 2
••••
sys#2
HOT WATER SYSTEM : •�• ••••
.•.•%
#
System Type SubType
Location
EF Cap Use SetPnt "';" C&sekation
1
Natural Gas None
Exterior
•
0.81 80 gal 70 gal 120 deg None
• • • • •
SOLAR HOT WATER SYSTEM
...... ....
.....
FSEC
Collector Storage
Cert
# Company Name
System Model # Collector Model # area;'; Volume•
• •
FEF �•
•.•.•
None None
•ftz . .
•
DUCTS
--- Supply ---
--- Return --- Air CFM 25 CFM25
HVAC #
I/ #
Location R-Value Area
Location
Area Leakage Type Handler TOT OUT QN RLF
Heat Cool
1
Attic 6 444.3 ft
Attic
111.07 Prop. Leak Free AHUCU1 -- cfm 80.0 cfm 0.03 0.50
1 1
2
Attic 6 444.3 ft
Attic
111.07 Prop. Leak Free AHUCUI -- cfm 53.3 cfm 0.03 0.50
2 2
TEMPERATURES
Programable Thermostat: Y
Ceiling Fans:
Cooling
Jan Feb Mar
Apr
Jun ] Oct Nov
ay
Dec
Heating
Jan Feb Mar
A
Jun 4Xj Jul JXJ Aug riSep Oct Nov
J1
Dec
VentnMa
Jan Feb X Mar
Apr
May Jun [ ]Jul Aug Sep Oct X Nov
Dec
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
Thermostat Schedule:
HERS 2006
Reference
Hours
Schedule Type
1
2
3
4
5
6
7
8
9
10
11
12
Cooling (WD)
AM
78
78
78
78
78
78
78
78
80
80
80
80
PM
80
80
78
78
78
78
78
78
78
78
78
78
Cooling (WEH)
AM
78
78
78
78
78
78
78
78
78
78
78
78
PM
78
78
78
78
78
78
78
78
78
78
78
78
Heating(WD)
AM
66
66
66
66
66
68
68
68
68
68
68
68
PM
68
68
68
68
68
68
68
68
68
68
66
66
Heating(WEH)
AM
66
66
66
66
66
68
68
68
68
68
68
68
PM
68
68
68
68
68
68
68
68
68
68
66
66
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
FORM R405-2017
- ENERGY
PERFORMANCE LEVEL (EPL)
-
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 99
The lower the EnergyPerformance Index, the more efficient the home.
128 NE 94th Street, Miami, FL, 33138
1.
New construction or existing
New (From Plans) 9. Wall Types Insulation
Area
2.
Single family or multiple family
Single-family a. Concrete Block - Int Insul, Exterior R=7.5 3917.00 ftz
b. Concrete Block - Int Insul, Adjacent R=7.5
577.00 ftz
3.
Number of units, if multiple family
1 c. Frame - Steel, Adjacent R=11.0
138.00 ftz
4.
Number of Bedrooms
4 d. N/A R=
ftz
10. Ceiling Types Insulation
Area
- 5.
Is this a worst case?
No a. Under Attic (Vented) R=30.0 " 4443 .00 ftz
6.
Conditioned floor area (ftz)
4443 b. N/A R= •
• ftz
• • •
c. • •
• • • • •
z
7.
Windows- Description
Area • • 0 • •
•
ftz •
a. U-Factor: Sgl, U=1.01
Ducts �
1881.00 ftz 11.a. Sup: Attic, Ret: Attic, AH: AHUVIf • • •'� 444.3 • • • • • •
SHGC: SHGC=0.21
b. Sup: Attic, Ret: Attic, AH: AHUEW • • •
46 444.3 •
b. U-Factor: N/A
ftz 0000 .
• • • • •
SHGC:
12. Cooling systems 0 0 0 0 0 • kBtu/hC •'E•ffldency
c. U-Factor: N/A
• • • •
ftz a. Central Unit • •. • •. 56.0 • 16.00 •
SHGC:
b. Central Unit • • 56.N S5EF616.00
• • • •
d. U-Factor: N/A
ftz
•
13. Heating systems • • • kBtu/hr
Lfficiency •
a. Electric Strip Heat • • 32.7
COP:1.00 • . •.:.
Area Weighted Average Overhang Depth:
0.000 ft. •
b. Electric Strip Heat • • 3:.'
t i*P:1.00 • •
Area Weighted Average SHGC:
0.210 • • •
• • • • • .
8.
Floor Types Insulation Area 14. Hot water systems •
Chi.
• •
88 gallonsEF:
a. Slab -On -Grade Edge Insulation R=0.0 4443.00 ftz a. Natural Gas
0.81
b. N/A R=
ftz
c. N/A R=
ftz b. Conservation features
None
15. Credits
Pstat
certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature:
Address of New Home:
Date:
City/FL Zip:
"Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
**Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
- 2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
DDRESS: A128 NE 94th Street Permit Number:
Miami, FL, 33138
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory) The building official shall require that an energy performance level (EPL) display
card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section
553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold
residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a
dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and
specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5. 0000
• • • Goo*
•
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall'lr,.p*err=litted to,
comply with Section C402.5. • • •
•
00
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 ag(f 1111!40?.4.1.2. lrgisVIling
methods between dissimilar materials shall allow for differential expansion and contraction. • • • • •
R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be instated in accordance with
the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of constri.:HdrL Otere requireb by the
code official, an approved third party shall inspect all components and verify compliance. • • • •
••••••
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not Ubeedrng sevgr? % • •
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using
tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
• fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
••••••
•
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open
combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a
room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table
_ R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully
gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between
conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than
2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be
sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate 1pating ana 4,_9 irg systen;
v••••
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-resistance-heaoshall have controls •
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meetting load; •.' �;
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary' V;Mainment pa3'sageways:
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealeq fh*dt%rdance %ith ••••• Section • •
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.*• •. • . • ..
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals;$Liefyiled in S�cjiQt15�3.993(5� Q�
(7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes+ pop e , substantially leak free" in •
accordance with Section R403.3.3. • • • •
••••••••
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leaka;e of rl• more th;A24icent of
the design airflow rate when tested in accordance with ASHRAE 193. • • • ;....;
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: • •
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufi
air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105`F (41 °C) or
below 55'F (13'C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused
by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the
material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe
shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall
automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the
times when heated water is used in the occupancy.
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting
range shall be from 100°F to 140`F (38`C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table
C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Centpf 01tec4ory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806,E est.Methods for6oier Collectoo* •. •.
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Coliectors.m installed sdar
water -heating systems should meet the following criteria: 000000 ; ' • 0' •
1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and "' • • • •
2. Be installed at an orientation within 45 degrees of true south. 090000
••••• .• •
.••••
*000
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other appro%%tv%labs of vept14t:A.
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic Qr`grMy damper9that •
close when the ventilation system is not operating. • • • • • • •
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mec%i"
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. • •
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC LquidMent, tgE2 f%h sll be
powered by an electronically commutated motor. • • •
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor
units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in
Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect
equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as
standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating
equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION
AIRFLOW RATE MINIMUM
(CFM)
MINIMUM EFFICACY a
(CFM/WATT)
AIRFLOW RATE MAXIMU
(CFM)
Range hoods
Any
2.8 cfm/watt
Any
In -line fan
Any
2.8 cfm/watt
Any
Bathroom, utility room
10
1.4 cfm/watt
<90
Bathroom, utility room
90
2.8 cfm/watt
Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
A
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than
the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section
403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall
not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
••••
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated pccording•to Section
09
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than thedesign (pooling load even if "";'
the design heating load is 1.15 times greater than the design cooling load. " ' ;'. ' •
•
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW oithe design reginreneots
calculated according to the procedure selected in Section R403.7.1. "" ' • • • • •
•••••• •••• •••••
• •• •• • ••••••
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natura:*a%atmospheric burners .'
shall not be less than the design load calculated in accordance with Section R403.7.1. ; '
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an: • • • •
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equpment sizeriar c;pRttolled too •
prevent continuous space cooling or heating within that space by one or more of the following options: • • •
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403
and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40`F (4.8°C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall
be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of
such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
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R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with
AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to
verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatoryke energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights.
• •
••••
••••••
••••••
•
• ••
••••%
• •
•
• •
• •
••••••
• • •
• • •
• •
2/13/2018 7:21 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
c
--2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: 128 NE 94th Street Residence Builder Name:
Street: 128 NE 94th Street Permit Office:
City, State, Zip: Miami , FL , 33138 Permit Number:
Owner: Jurisdiction: 232400
Design Location: FL, Miami
COMPONENT
AIR BARRIER CRITERIA
INSULATION INSTALLATION CRITERIA
General
A continuous air barrier shall be installed in the building envelope.
Air -permeable insulation shall
requirements
The exterior thermal envelope contains a continuous air barrier.
not be used as a sealing material.
Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with the
The insulation in any dropped ceiling/soffit
insulation and any gaps in the air barrier shall be sealed.
shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
• • • •
Walls
The junction of the foundation and sill plate shall be sealed.
Cavities within corers phq headers'ol Mme walls' • •
The junction of the top plate and the top of exterior walls shall be
shall be insulated b9 Completely filslrtgths avity with a
sealed.
material having a lh W*4 •esistan•e of.R. per ingh. •
Knee walls shall be sealed.
minimum. so*:** •
Exterior thermal en)4ejgpg insulation for framed walls •
shall be installed it substantial contest4d continuous
alignment with the air. barrier. ' ' •;
Windows, skylights
The space between window/door jambs and framing, and
• • • • •
and doors
skylights and framing shall be sealed.
• • • • •
Rim joists
Rim joists shall include the air barrier.
Rim joists shall beinsulat8d. • • • • •
Floors
The air barrier shall be installed at any exposed edge of
Floor framing cavRy.ipgUlfon shall be installed to: • •
(including
insulation.
maintain permanent contact with t4ie uAirside of•
above -garage
subfloor decking, or floor framing cgx ty fhsulation
and cantilevered
shall be permitted to be in contact with the top side
floors)
of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls
Exposed earth in unvented crawl spaces shall be covered with
Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped.
shall be permanently attached to the crawlspace walls.
Shafts, penetrations
Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities
cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation
Air sealing shall be provided between the garage and conditioned spa
s.
Recessed lighting
Recessed light fixtures installed in the building thermal envelope
Recessed light fixtures installed in the building
shall be sealed to the drywall.
thermal envelope shall be air tight and IC rated.
Plumbing and wiring
Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
extend behind pipina and wirin .
Shower/tub
The air barrier installed at exterior walls adjacent to showers and
Exterior walls adjacent to showers and tubs shall
on exterior wall
tubs shall separate them from the showers and tubs.
be insulated.
Electrical/phone box or
The air barrier shall be installed behind electrical or communication
exterior walls
boxes or air -sealed boxes shall be installed.
HVAC register boots
HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed
When required to be sealed, concealed fire sprinklers shall only be
sprinklers
sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire sprinkler cover Nates and walls or ceilin s.
a. in acamon, inspection UT iog wars snap oe in accorcance wnn me provisions or iL'L.-vuu.
2/13/2018 7:22 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
r
FNRM R405-2017 Duct Leakage Test Report Performance Method
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Form R405 Duct Leakage Test Report
Performance Method
Project Name: 128 NE 94th Street Residence Builder Name:
Street: 128 NE 94th Street Permit Office:
City, State, Zip: Miami, FL, 33138 Permit Number:
Design Location: FL, Miami Jurisdiction: 232400
Duct Test Time: Post Construction
Required Duct Leakage from (Qn,out)
FORMR405-2017
Duct Leakage Test Results
;1
••••••
CFM25 Duct Leakage Test Values '
Line
System
Outside Duct Leakage
1
System 1
•
CFM25(Out) •
2
System 2
CFM25(Out)
3
System 3
CFM25(Out)
4
System 4
CFM25(Out)
5
System 5
CFM25(Out)
Tested
Sum lines 1-5
Total
Divide by 4443
House Duct
(Total Conditioned Floor Area)
System
Leakage
- (Qn,out)*
*Tested Qn (Out) must be less than or equal to the required Qn (Out).
•I certify the tested duct leakage to outside, Qn,
is less than or equal to the proposed duct
•leakage Qn specified on FORM R405-2017.
SIGNATURE:
PRINTED NAME:
DATE: 2/13/2018
Duct tightness shall be verified by
testing to ANSI/RESNET/ICC 380 by
either individuals as defined in Section
553.993(5) or (7), Florida Statutes, or
individuals licensed as set forth in
Section 489.105(3)(f),
(g), or (i), Florida Statutes.
BUILDING OFFICIAL:
DATE:
•
•••
••••
••
2/13/2018 7:22 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant So Page 1 of 1
i
t
f
CALCULATIONS FOR
NEW RESIDENCE
128 NE 94 ST,
Miami Shores,
FL 33138
Submitted to:
Miami Shores
Building Department
1 u'�
S�Rvc� ..,mow �-•..
INDEX
6 Prepared by:
Alejandro Maulini, PE,
FL. Reg. #82545
13342 SW 152 ST, Suite 2708,
Miami, FL 33177
ITEM
PAGE
I
Special Inspector Form
1-1
II
Wind Pressures Calculations
2-5
III
Wood Conectors do Wood Ledger Calculations
6-26
IV
Beams
27-54
V
Columns
55-72
VI
Masonry Wall
73-80
VII
Footings
81-98
Miami Shores Village
ry Building Department
10050 NE 2"d Ave.
Miami Shores, FL 33138
305-795-2204 / Fax 305-756-8972
NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS $PEg4L • • • • • • • • • • •
INSPECTOR UNDER THE FLORIDA BUILDING CODE. • • • • • •
1 (We) have been retained by to perform special inspector services unde'rthe Florida' :....:
Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the • • • • '
project on the below listed structure as of (date). I am a registered• • • • • • • • • •
arch itect/professional engineer licensed in the State of Florida.
.. .. .. . ......
Process Number:
. . . . ......
_ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) • • • • • • • •
_ Miami Dade County Administrative Code, Article 11 Section 8.22 Special Inspector for • • •
_ Trusses > 35 ft. long or 6 ft. high
Steel Framing and Connections welded or bolted
_ Soil Compaction
Precast Attachments
_ Roofing Applications, Lt. Weight, Insul. Conc.
_ Other
Note: Only the marked boxes apply.
The following individual(s) employed by this firm or me is authorized representative to perform
inspection*
I. 2.
3. 4.
i *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by
education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a
professional engineer or architect: graduation from an engineering education program in civil or structural engineering:
w graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination;
or registration as building inspector or general contractor.
I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel
performing inspection services.
I (we), understand that a Special Inspector inspection log for each building must be displayed in a
convenient location on the site for reference by the Miami Shores Building Department Inspector. All
mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores
Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to
the mandatory inspections performed by the department. Further, upon completion of work under each
Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed
inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and
professional judgment those portions of the project outlined above meet the intent of the Florida Building
- Code and are in substantial a(@�bE�l`ili�j'�1�j approval plans.
Engineer/Architect
��� ��� -►.1 C E�yS�' �4{ ��� Name
NZ
Signed and Sealed * • /,/p ®Z �— Print
Date: 8254
2 5 ' rn Addreesssl 3342-
S►„t) 5 Z `= ,�(-�
71
OF
ORIDA
//111111��
a
4
MecaWind Std v2.2.7.6 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
Date 1/21/2018
Project No.
••••
Company Name
Designed By
•
• •
Address
Description New Single
Family House •
• • • •
City
Customer Name
•• •
•• •
State
Proj Location 128 NE 94
ST, Miam;•••••
••••
File Location: C:\CLAUDIO\Work\New Residence\NR017(Pedro)\Calc\wind
Pressures
128 NE �4 ST.wnd
Directional Procedure Simplified Diaphragm
Building (Ch 27 Part 2)
••••
• •
Basic Wind Speed(V) =
175.00 mph
•
•••••
•••••
•
Structural Category =
II
Exposure Category
= CS•••••
••••
Natural Frequency =
N/A
Flexible Structure
= No • •
• • •
Importance Factor =
1.00
Kd Directional Factor
= 0.86 • ••
•• •
Alpha =
9.50
Zg
= 900. OQ •ft• • •
•
At =
0.11
Bt
= 1.00 • •
Am =
0.15
Bm
= 0.6 •
• •
••••••
Cc =
0.20
1
= 500.09 ft •
•
Epsilon =
0.20
Zmin
= 15.06
Pitch of Roof =
2.5 : 12
Slope of Roof(Theta)
•fx•
= 11.77 Deg
•• •
• • •
h: Mean Roof Ht =
20.34 ft
Type of Roof
= MONOSLOPE
•• •
RHt: Ridge Ht =
25.68 ft
Eht: Eave Height
= 15.00 ft
OH: Roof Overhang at Eave=
2.00 ft
Overhead Type
= Overhang
Bldg Length Along Ridge =
126.50 ft
Bldg Width Across Ridge=
51.25 ft
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht = 15.00 ft
lzm: Cc*(33/Zm)^0.167 = 0.23
Lzm: 1*(Zm/33)^Epsilon = 427.06 ft
Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/-0.18
Topographic Adjustment
0.33*z = 1.00
Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z))^0.5 = 175.00 mph
MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2
All oressures shown are based upon ASD Design, with a Load Factor of .6
2
See Fig 27.6-2 for
Parapet wind
pressures
Pft
Wall Pressures
See TableV.6-1
ISM
Po
m
Elevation
0 @1
Wad -1
Roof Pressures
See Table 27.6-2
mean roof ht. •
•
Wind
h
0* 0
Plan
Monoslope Roof
T-M-
V6
7,(InLN- I or .11
Pi 4
Wind Dimman
7p,
41
*.C" 0A
0A
3
d
MWFRS Pressures for Wind Normal to 126.5 ft wall (Normal to Ridge)
WALL PRESSURES PER TABLE 27.6-1
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir =
0.41
h: Height to top of Windward Wall =
25.68 ft • •
ph: Net Pressure at top of wall (windward + leeward) =
42.71 psf • • •
p0: Net Pressure at bottom of wall (windward + leeward) =
41.03 psf •• •
ps: Side wall pressure acting away from wall = .54 * ph =
••••••
-23.07 psf •••0••
pl: Leeward wall pressure acting away from wall = .38 * ph =
-16.23 psf
pwh: Windward wall press @ top acting toward wall = ph-pl =
26.48 psf ••••••
pw0: Windward wall press @ bot acting toward wall = p0-pl =
24.79 psf ••••
ROOF PRESSURES PER TABLE 27.6-2
• •
h: Mean Roof Height =
20.339 ft •• ••
Lambda: Exposure Adjustment Factor =
1.000 ••••••
Slope: Roof Slope =
11.77 Deg • • •
Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but
provides no v,Lue,i ••
for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14
deg is treated es fiat
Zone Load Casel Load Case2
Psf Psf
--------------
----------
1 .00 .00
2 .00 .00
3 -40.11 .00
4 -35.75 .00
5 -29.34 .00
Note: A value of '0' indicates that the zone/load case is
not applicable.
ROOF OVERHANG LOADS (FIGURE 27.6-3):
LOAD CASE 1:
Povhl: Overhang pressure for zone 1 =
.00 psf
Povh3: Overhang pressure for zone 3 =
-30.08 psf
LOAD CASE 2:
Povhl: Overhang pressure for zone 1 =
.00 psf
Povh3: Overhang pressure for zone 3 =
.00 psf
Notes - Normal to Ridge
MWFRS Pressures for Wind Normal to 51.25 ft wall (Along Ridge)
WALL PRESSURES PER TABLE 27.6-1
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir =
2.47
h: Height to top of Windward Wall =
25.68 ft
ph: Net Pressure at top of wall (windward + leeward) =
37.33 psf
p0: Net Pressure at bottom of wall (windward + leeward) =
35.54 psf
ps: Side wall pressure acting away from wall = .64 * ph =
-23.89 psf
pl: Leeward wall pressure acting away from wall = .27 * ph =
-10.08 psf
pwh: Windward wall press @ top acting toward wall = ph-pl =
27.25 psf
pw0: Windward wall press @ bot acting toward wall = p0-pl =
25.46 psf
ROOF PRESSURES PER TABLE 27.6-2
h: Mean Roof Height =
20.339 ft
Lambda: Exposure Adjustment Factor =
1.000
Slope: Roof Slope =
11.77 Deg
Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values
for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14
deg is treated as flat.
Zone Load Casel Load Case2
Psf Psf
----
--------------------
1 .00 .00
2 .00 .00
3 -40.11 .00
4 -35.75 .00
5 -29.34 .00
Note: A value of '0' indicates that the zone/load case is
not applicable.
n
G
P.
ROOF OVERHANG LOADS (FIGURE 27.6-3):
LOAD CASE 1:
Povhl: Overhang pressure for zone 1
= .00
psf
Povh3: Overhang pressure for zone 3
= -30.08
psf • •
LOAD CASE 2:
•• •
Povhl: Overhang pressure for zone 1
= .00
psf • 0000 •
Povh3: Overhang pressure for zone 3
= .00
psf •
Notes - Along Ridge
••••••
MWFRS Pressures for Wind Normal to 126.5 ft wall (Normal to
Eave)
••••
WALL PRESSURES PER TABLE 27.6-1
• •
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir
= 0.41
h: Height to top of Windward Wall
= 15.00
ft ••••••
•
ph: Net Pressure at top of wall (windward + leeward)
= 38.70
psf e
p0: Net Pressure at bottom of wall (windward + leeward)
= 38.70
psf • •
ps: Side wall pressure acting away from wall = .54 * ph
= -20.90
psf •• •
pl: Leeward wall pressure acting away from wall = .38 * ph
= -14.71
psf
pwh: Windward wall press @ top acting toward wall = ph-pl
= 23.99
psf
pw0: Windward wall press @ bot acting toward wall = p0-pl
= 23.99
psf
ROOF PRESSURES PER TABLE 27.6-2
h: Mean Roof Height
= 20.339 ft
Lambda: Exposure Adjustment Factor
= 1.000
Slope: Roof Slope
= 11.77 Deg
Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but
provides no
values
for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope <
14 deg is treated as flat.
Zone Load Casel Load Case2
psf psf
------------------------
1 .00 .00
2 .00 .00
3 -40.11 .00
4 -35.75 .00
5 -29.34 .00
Note: A value of '0' indicates that the zone/load case
is not applicable.
ROOF OVERHANG LOADS (FIGURE 27.6-3):
LOAD CASE 1:
Povhl: Overhang pressure for zone 1
= .00
psf
Povh3: Overhang pressure for zone 3
= -30.08
psf
LOAD CASE 2:
Povhl: Overhang pressure for zone 1
= .00
psf
Povh3: Overhang pressure for zone 3
= .00
psf
Notes - Normal to Eave
Wind Pressure on Components and Cladding (Ch 30 Part 1)
6-1
-------------
�
I
t a ,
• •
t I
3--------
• •
•• ••
e a
a
a ••••••
13°ells Moaoslope Roof 10 ¢ 6 <= 30
All pressures shown are based upon ASD Design, with a Load Factor of .6
Width of Pressure Coefficient Zone "a" _ = 5.13 ft
Description
Width
Span
Area
Zone
Max
Min
Max P
Min P
-----------------------------------------------------------------------
ft
ft
ft^2
GCp
GCp
psf
psf
Window
5.00
2.00
10.0
4
1.00
-1.10
42.70
-46.32
Window
5.00
2.00
10.0
5
1.00
-1.40
42.70
-57.18
Door
5.00
2.00
10.0
4
1.00
-1.10
42.70
-46.32
Door
5.00
2.00
10.0
5
1.00
-1.40
42.70
-57.18
Roof Zone 1
5.00
2.00
10.0
1
0.40
-1.30
20.99
-53.56
Roof Zone 2
5.00
2.00
10.0
2
0.40
-1.60
20.99
-64.42
Roof Zone 3
5.00
2.00
10.0
3
0.40
-2.90
20.99
-111.46
Khcc:Comp. & Clad.
Table 6-3
Case
1
=
0.91
Qhcc:.00256*V^2*Khcc*Kht*Kd
=
36.19 psf
I
lV
w
v
M+i
t l It 1 1 t t
t
op
AX. AS
I l l t l
IRt 1 1 1 t t
1 1 I 1• ,. •t t
! 1 t 1 �• / 1 i i
I ( 1 I ..�...I 1 ,s•.
'r-1 r-KIrs+3 i i i i i i 1 i i i i• i• t a-R11�.T-1 � nttt-ts ,1
1 1 1 1 1 1 1 1 1 1 ,I� I I 1! •.�' :I �..{.• j :� •" i-
1—
�1 �
1111AQN,
F �o MAX. OR lASSN
,� � I 1! I l l j j►
1 t 1 t t,
-j--j--ram; - ' -� a �-" � --
!" T—T— —'1
I I I P4AMC�TEQ t m i 1 1 I 1 I 1 f--+j--
1 1 e � jR$ O 24�
t
PROVIDE Z* BoTMM CHM WAON _ 1 J--
1 —, — 1 1-T--t--l--t—_1--7'�'T• — --7 Q8�-0 M bR %rwS— r— s , — 1— , 1 ,
!,;--
tl--
7
IDE 21 MAX OR-
1
l l l l l l+j I I I a[�4--
t 1 t 1 1 t i IiA 1 1 i t M t t
RTB-1— 1
1 / 1
1 1 1
1
1 co
+- r----r----t-----r----Y--=1f�1-- --r- --r- --RTB-
- � - -' 1 JA TRl ,• S .if . •,�F �� • - F 1 � 1 in I 1 J j � 1 I I , _ - �"- - - 1 I .�.
N 1 • r ••1-4
0 LL-M --t-
g !_ I I; I • '� i': :•: •..I--'ll. • 1 I A 1 Bk
1 _-- 1.ii'_— '1q�L iU7_1 _ • A. S 1
4
PUFT•O.2 " WPUF F0�2 1 • 1 f 1 1 I - -•r. - -
PR
I fit: _ 1 us ..s 1 as
'�iW
N As - - -- -
-^`-"7-41
_1 UPUFT.o•"�/` '►:1
zn I UPCIFt•O154k I j�'�-
1 TR 247C�
9t�--__-- ---_
10
�.�r •r• EO R _itr L=- O?fT R 11
- a
DL LL .4k _ _ ��: cZS a In m 1
------ut IFr•.aUk
4---I-- 1
�1 -
i __"-------
A'ki eo 100 a_
'O"-� I >' r. A.__.1____L---j----- L---1- A—J
". _. ..��.�.� .. _ '.'.-'1,"+,.............
oi
@
f�S UPU -0.5444���
O�+LLM0.44k
1 +U•O:Iik """ DC+CI - -i- --- -- --- ---I =-- I ----- �--
PUFT•O.8A01 1I5UPUFT 0.8 _t ROOF by 0707FaR; -iii I "C@" ( C@" I "fP` '
-r- ----� m�q -- - ----- '
, wl� •'� `—_ I 1 DRi1MH0 fpt LOR 1 1^ ---------- --- ---I- --I-------}-�--
�� APP"VAL
- A��{ TBB---J I_ _ — AK RTB
R ^t R __'1-4— _ ____ ___ �'�j—'�'- ---- ---- -- — -- -1 7(-�.... '--------
C.Cl_�____4__.__1_.._....Lu__� 1 1
edf
_i DL+ •O.44k _O•
UPUFT•O.54k
14
i�T@rt B_ R
t �
1 �
Wood Connectors
Jack Truss 1
Jack Truss Length = 7
feet
OH Witdh= 2
feet
Truss Spacing = 2
feet
Donwload: Roof Area = 2
X 4.5
=
9.00 sft
Dead Loads (DL) =
25.00
psf
X Area = 25.00
X
9.00 =
225 Ibs
• ""•
Live Loads (LL) =
30.00
psf
X Area = 30.00
X
9.00 =
270 Ibs • • �
� � •
•
Download=
DL+LL
=
495lbs 000:•9
'••'
•
•����•
Uplift:
• • • • • •
•
• •
••••
••••••
Roof Preassure Allow. (x0.6)=
111.46
psf
Roof Area = 2
X
4.5 =
9.00 sft • •
• • • •
' •
OH Preassure Allow. (x0.6)=
30.08
psf
OH Area = 2
X
2 =
• • : •
4.00 sft • • • • • •
• •
0 •
• • •
•
0.6 x Wind Loads (WL) =
111.46
X
9.00 + 30.08
X
4.00 =
1123.46 Ibs • • • •
• •
Dead Loads (DL) for Uplift =
10.00
psf
i •
•
•
• •
' Uplift =
0.6 x DL+ 0.6 x WL
=
•
-1033.46 Ibs• •
•
••••••
•
""••
Lateral Force:
• • •
. • •
: • • • • •
•
Slope= 5:12
000.0.
••••�
Area 1 = 1.46
X 2
=
2.92 sft
Area 2 = (slope x L/2 x (oH+(L•OH)/2)
=
6.56 sft
Fl (Perp. To wall)=
38.70
psf
X Areal = 38.70
X
2.92 =
112.88 Ibs
F2 (Paralell to wall)=
20.90
psf
X Area2 = 20.90
X
6.56 =
13.72 Ibs
Number
of Trusses:
10
USF: Connector Label: 1
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
Fl (Ibs)
F2 (Ibs)
I Fasteners
NVSTA 22
NU-VUE
NOA 16 0201.22
05/22/2018
1331
1430
887
(8) 10d x 1 1/12 into wood truss &
1(6) 10 d x 1 1/2 into seat truss
Total
1,331
1,430
1 887
Uplift act + F3 act + F2 act 5 1.00
Uplift allow F3 allow F2 allow
1,033 + 113 + 14 5 1.00
1,331 1,430 887
0.87 <_ 1.00 OK
9
04 0
�
0
v
0�447A-w4
0 o e IDS
GUY
1 4 LIP
10
11
UL
�''p
'0000
2!-*�
0 00 00
0.
0
:--o-- :0000:
so 0 e 0
00•0
kr QL)1/47-/A-2?4
12
--------------
- 1, L 4L Z, / ..- -.. 12 10 1 � L
Ze
7
I
-22
61
...... .... . .
.. ... ......
13
14
Wood Trusses Reactions: T-5
Trusse Length = 24.00 ft
W DL + ILL n
L1= Overhang = 2.00 ft
"- Truss Span = 20.00 ft
Dead Loads (DL) - 25.00 psf
A
S
Live Loads (U.) = 30.00 psf
TOTAL LOADS (W= DL+LL) = 55.00 psf
- L1
L2
• Long. Trib= 2.00 feet
Lt o
L2
L3
a - Li
Lk
TOTAL LOADS (W) = Total Load X Long. Trib
TOTAL LOADS (W= DL+LL) = 110.00 pound/ feet
°
DL+LL
Concentrated (min 0, max 5)
Dist. From
P (Ibs)
Arm (ft)
M4 (ft-lb)
Ps =
Ibs
0.00
0.00
0.00
0.00
• • • •
P3 =
Ibs
O. W
0.00
0.00
0.00
• •
P3 =
Ibs
0.00
0.00
0.00
0.00
• •
• • • •
•• •
Distributed (min 0, max 5)
1 Starts (h)
I Ends (ft)
I X (ft)
I W x X (Ibs) I
Arm (h)
Mx (ft-lb)
• • •
• •
W Ix1=
50.00
Ibs/ft
0.00
24.00
24.001
1,200.00
10.00
12,000.00
• • • • • •
•
W Ixz =
0.00
Ibs/ft
0.00
0.00
0.00
0.00
0.00
0.00
• • • • • •
•
W - =
60.00
Ibs/ft
0.00
24.00
24.00
1,440.00
10.00
14,400.00
• •
W ua =
0.00
Ibs/ft
0.00
0.00
010
0.00
0.00
0.00
• • • • •
• • • • • •
W Lu =
0.00
Ibs/ft
0.00
0.00
0.00
0.00
D.00
0.00
•
0000
•
Determine Reactions:
26,400.00
M
• • • •
RB = 1,320.00 Ibs
20.00
Arm
000000
• •
• • •
• •
RA= 1,320.00 Ibs
1,320.00
RB
• • • •
Uplift
1,320.00
RA
•
Dead Loads (DL) = 10.00 psf
• • •
•
Roof Zone = 1 Wind zone 1= 13.66 psf
W - 0.6 x OL +- D.8 x WIL
• •
• • • • •
Roof Zone = 2 Wind zone 1= 64.42 psf
• •
•
Roof Zone = 3 Wind zone 3 = 111.46 psf
• • •
• • •
Overhang= Wind zone 0=erhang= 30.08 psf
Wt(Zon-3) '"
W2(Zan•t}
W3(3°na2
n
1112eM.1) •
vn(ZOW3) • •
•
Roof Zone - 1 Net Upliftzox 1= -43.66 psf
Roof Zone = 2 Net Upldt lox 1= -54.42 psf
TA
B
Roof Zone= 3 Net Upldt zone 3=-101.46 psfOverhang=
Wind zone oeerhang= -30.08 psf
W
L2
° - Lf Lt
Long. Trib = 2.00 feet
TOTAL LOADS (W) = Net Uplift X Long. Trib
Zone 3 a = 5.17 feet
Overhang Ls= 2.00 feet
Zone 1 La = 1.66 feet
Zone 2 Ls = 10.34 feet
Uplift
Concentrated (min 0, max 5) Dist. From
P (Ibs)
Arm (ft)
Ma (ft-lb)
Pt =
U.00
Ibs
0.00
0.00
0.00
0.00
P1 =
0.00
Ibs
0.00
0.00
0.00
0.00
Ps=
0.00Ibs
0.00
0.00
0.00
0.00
0.00
(clock -wise positive)
Lateral Force:
Slope= 5:12
Area 1= 2.92
Area 2 = 2.92
F3 (Perp. To wall)=
FZ (Paralell to wall)=
USE: Connector Label: 2
X
2.00
=
5.83
sft
X
12.00
=
35.00
sft
38.70
psf
x
Area1 =
20.90
psf
X
Area2 =
Number of Trusses:
38.70 X 5.83 = 225.75 lbs
20.90 X 35.00 = 52.25 Its
14
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
Fl (Ibs)
F2 (Ibs)
Fasteners
NVHTA-22H
NU-VUE
NOA 15-0507.03
07/30/2020
-
3117
2175
1575
(18) 10d x 11/12 into strap & (6) 10 d x 11/2 into seat plate
Total
1 0
1 3,117
1 2,175
1 1,575
Uplift M
+ F1 act
+ F2 ad
Uplift allow
F1 allow
F2 allow
1,977
+ 226
+ 52
3,117
2,175
1,575
0.74
1.00
1.D0
1.00 OK
15
T
16
�U) tlip j
4, ?
Z- q4 �451
17
18
XL-
..........
'7 h jam}• .... ... .
19
L-964 L t.
t'K 00 u
•
• • : • ` w•..�..
• ••...•
•
•• •
-. 3 L
G1
c
Wood Trusses Reactions: 6-2
Trusse Length =
24.00 ft
L 1= Overhang =
2.00 ft
- Truss Span =
20.00 ft
Dead Loads (DL) =
25.00 psf
Live Loads (LL) =
30.00 psf
TOTAL LOADS (W= DL+LL) =
55.00 psf
• Long. Trib =
3.50 feet
TOTAL LOADS (W) =
Total Load X Long. Trib
TOTAL LOADS (W= DL+LL) =
192.50 pound/ feet
DL+LL
Concentrated (min 0, max 5)
Dist. From
Ibs
0.00
Pi = Ibs
0.00
P3 = Ibs
0.00
Distributed (min 0, max 5)
Starts (ft) Ends (ft)
W
2U = 87.50 11,Vft
W _- = n nn I Ih.2e I
0.00 24.00
n nni n nn
W
- OL -F
LL
a
A
8
L2
a
- LI
Lt
L2
L3
e
1w-= I
U.-l-/n I u.uul
-I u.vu
Determine Reactions:
RB = 2,310.00 Ibs
RA= 2,310.00 Ibs
Uplift
Dead Loads (DL) =
I.0.D0 psf
Roof Zone = 1
Wind Zone 1=
53.66 psf
Roof Zone = 2
Wind Zone 2 =
64.42 psf
Roof Zone = 3
Wind Zone 3 =
111.46 psf
Overhang=
Wind Zone Overhang=
30.08 psf
Roof Zone = 1
Net Uplift zone 3=
-43.66 psf
Roof Zone = 2
Net Uplift zone 2=
-54.42 psf
Roof Zone = 3
Net Uplift Zone 3=-101.46
psf
Overhang=
wind Zone Overhang=
-30.08 psf
Long. Trib =
3.50 feet
TOTAL LOADS (W) = Net
Uplift X Long. Trib
Zone 3 a =
5.17 feet
Overhang L3=
2.00 feet
Zone 1 L2 =
1.66 feet
Zone 2 Ls =
10.34 feet
Uplift
Concentrated (min 0, max 5)
Dist. From
Pz =
0.00
Ibs
O.UO
Pz =
0.00
Ibs
0.00
P3 =
0.00
Ibs
C.00
Lateral Force:
Slope= 5:12
Area 1 = 2.92
Area 2 = 2.92
F1(Perp. To wall)=
F2 (Paralell to wall)=
I KIP. fnnnnrtnr 1ahnl• S
P (Ibs)
Arm (ft)
MA (ft-lb)
0.00 0.00
0.00
ease
0.00 ).00
0.00
• •
••••
0.00 0.00
0.00
• •• •
•
• • •
J x X (Ibs) Arm (ft)
MA (ft-Ib)
• • •
2,100.D0 10.00
21,000.001•
• • • • • •
0.00 0.00
0.00
••••••
•
2,520.00 10.00
25,200.00
••••
• •
0.00 0.D0
0.00
• •
••••••
0.00 .
0.DO
••••
•
46,200.DOM
••••••
••••
• •
20.00Arm
• •
•
•• •
2,310.00 RB
•• ••
2,310.0011A
••••••
•
•
W-0.6x OL+0.6 x. wL
•
Wf(2ene3} r,
W2(Zonet}
R w3(Zone2I'l
• • •
W2(ionet) •
•• •
wl(Za .) • •
•
A
g
Lt a - 0
L2
L3
L2
a - LL LL
tl
a
P (Ibs) Arm (ft) MA (ft-lb)
0.00 0.00 0.D0
0.00 0.00 0.00
0,001 0.00 0.00 0.00 jdmk-Anse P9SatiVe)
X 3.50 = 10.21 sft
X 12.00 = 35.00 sft
38.70 psf X Areal = 38.70 X 10.21 = 395.061bs
20,90 psf X Area2 = 20.90 X 35.00 = 52.251bs
Number of Trusses: 14
Model
Manufacturer
Approval
Exp. Date
Down (Ibs)
Uplift (Ibs)
F3 (Ibs)
F2 (Ibs)
Fasteners
NV358-22
NU-VUE
NOA 15-0507.03
07/30/2020
-
3367
2758
2942
(16) 10d X 3" NAILS INTO WOOD STRAPS & (8) 10d X 3" NAILS
INTO SEAT TRUSS
LGT2
SIMPSON
FL 11473
-
2150
700
170
(16) 16d SINKER INTO WOOD TRUSS & (7) 1/4" X 2 1/4" TITEN
INTO CONCRETE
Total
0
5,517
1 3,458
1 3,112
Uplift act
+ F1 act
+ F2 act 5 1.00
Uplift allow
Fl allow
F2 allow
3,295
+ 395
+ 52 5 1.DD
5,517
3,458
3,112
0.73 - 1.00
OK
21
ALI
: ...... . . .
Ll
cl
.... . .....
......
.. ...... .... ..
l� •
-- - -, ,_ t c ......
12
3
6D,r_'o
3 31. :4 `mot �fn t i
pt� G i
23
• •
00090
_.
..
• •
I
24
Wood Ledger
Description : (2) 2x12 Wood Ledger(More bearing)
Code Reference.
" Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General information
Ledger Width
3.0 in
Design Method: ASD (using Service Load Combinations
Ledger Depth
11.250 in
Wood Stress Gradi�outhern Pine, No.2: 2" - 4" Thick 000000
Ledger Wood S of
9 P
Southern Pine
Fb Allow 750 psi • • • • • •
P .
• • • • • •
•
G : Specific Gravity
0.55
Fv Allow 175 psi ' ` • •
•
...... . ..
Fyb :Bolt Bending Yie 45,000 psi 0
......
Bolt Diameter
3/4" in
0 0 0 0 0
Bolt Spacing
12.0 in
Concrete as Main Supporting Member
Using 6" anchor embedment length in equaefi +R • 0 • :
Cm - Wet Service Fa(
1.0
see***
Ct - Temperature Fac
1.0
Using dowel bearing strength fixed at 7.5 ksi pep NOS Tabl@
• •
..:..
Cg -Group Action Fat
1.0
......
C A - Geometry Facto
1.0
• • • • • • •
•
D A50.0 Lr 540.0 WWs-1.203)
Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution.
Load Data
-..... -.......... --- ............ ._
... ...___... .............. ...................
Dead
Roof Live
Floor Live
Snow Wind Seismic Earth
Uniform Load...
450.0 plf
540.0 plf
0.0 plf
0.0 plf -1.203 plf 0.0 plf 0.0 plf
Point Load...
0.0 Ibs
0.0 Ibs
0.0 Ibs
0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs
Spacing
0.0 in
Offset
0.0 in
Horizontal She,
0.0 Ibs
0.0 Ibs
0.0 Ibs
0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs
25
Wood Ledger
Description : (2) 2x12 Wood Ledger(More bearing)
DESIGN SUMMARY
Design OK I
Maximum Ledger Bending Maximum Bolt Bearing Summary
Dowel Bearing Strengths
Load Combination ...
Load Combination ...
'for specific gravity & bolt diameter)
+D+Lr+H
+D+Lr+H
Ledger, Perp to Grain 7,500.0 ksi
Moment 82.50 ft-lb
Max. Vertical Load 990.0 Ibs
Ledger, Parallel to Grair 7,500.0 ksi
fb : Actual Stres: 15.644 psi
Bolt Allow Vertical Loan Ibs
Supporting Member, Perp to • • � L950.0 ksi
Fb : Allowable Stre psi
Supporting Mengber, earallel V • • gi150.0 ksi • • • •
Stress Ratio 0.01669 :1
Max. Horizontal Load 0.0 Ibs
' •
Bolt Allow Horizontal Lc 2,212.31 Ibs
...... ; ' •.' • • • •; •
Maximum Ledger Shear
•..... .
Load Combination ...
Angle of Resultant 90.0 deg
.... . ;"";
+D+Lr+H
Diagonal Compone 990.0 Ibs
.... , .....
Shear 495.0 Ibs
Allow Diagonal Bolt For. 1,138.27Ibs
...... .••. ••;••.
fv : Actual Stress 44.0 psi
Stress Ratio, Wood @ Bc 0.8697 :1
.. .. .. . ......
Fv : Allowable Stress psi
.. •... . .'
Stress Ratio 0.2011 :1
• �••��� ••••••
Allowable Bolt Capacity
Note ! Refer to NDS Section 11.3 for Bolt Ea ec"ity calculation method:....:
Governing Load CombinatieD+Lr+H
'
Resutant Load Angle : Theta 90.0 deg
Ktheta = 1.250 Fe theta = 1,138.27
Bolt Capacity - Load Peroendicular to Grain
Fern
7,500.0
Fes
2,950.0
Fyb
45,000.0
Re
2.542
Rt
2.0
k1
1.404
k2
1.732
k3
0.9805
Im :
Eq 11.3-1
Rd =
5.0
Z =
0.0 Ibs
Is :
Eq 11.3-2
Rd =
5.0
Z =
1,327.50 Ibs
II :
Eq 11.3-3
Rd =
4.50
Z =
2,070.74 Ibs
Illm :
Eq 11.3-4
Rd =
4.0
Z =
2,402.01 Ibs
Ills :
Eq 11.3-5
Rd =
4.0
Z =
910.62 Ibs
IV
: Eq 11.3-6
Rd =
4.0
Z =
1,120.75 Ibs
min:
Basic
Design Value
=
910.62 Ibs
Reference design value - Perpendicular to
Z * CM * CD* Ct * Cg * Cdelta = 1,138.27 lbs
Bolt Capacity - Load Parallel to Grain
Fern
7,500.0
Fes
6,150.0 Fyb
45,000.0
Re
1.220
Rt
2.0
k1
0.7902
k2
1.157 k3
1.108
Im :
Eq 11.3-1
Rd =
4.0 Z =
0.0 Ibs
Is :
Eq 11.3-2
Rd =
4.0 Z =
3,459.38 Ibs
II :
Eq 11.3-3
Rd =
3.60 Z =
3,037.51 Ibs
Illm :
Eq 11.3-4
Rd =
3.20 Z =
3,549.25 Ibs
Ills :
Eq 11.3-5
Rd =
3.20 Z =
1,815.33 Ibs
IV :
Eq 11.3-6
Rd =
3.20 Z =
1,769.84 Ibs
Zmin :
Basic Design Value =
1,769.84 Ibs
Reference design value
- Parallel to Grain
Z * CM * CD*
Ct * Cg * Cdelta =
2,212.31 Ibs
26
-
Wj
27
fees
.
••e•f
. • . e • •
. f ..
. • e . .
. .
Y • •
e • •
s •
• •
.• •
28
Concrete Beam
Lic. # : KW-060117631, Arch =Decfl Design'&Construction Inc.;', KW-06011763
Description : R13-1
CODE REFERENCES _
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc 1/2 =
4.0 ksi
Phi Values Flexure :
0.90
fr = fc 7.50
= 474.342 psi
Shear:
0.750
Nf Density
= 145.0 pcf
Q =
0.850
X LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 36.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 11.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 11.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.5250, Lr = 0.630, W = -1.403
•
•a•,i
•
•••;••
247 at 2.0 in from Top, from 0.0 to 11.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 11.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.5250, Lr = 0.630, W = -1.403 k/ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
0.155 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.002 in Ratio =
71341 —36t
Mu: Applied
40.777 k-ft
Max Upward Transient Deflection
-0.004 in Ratio =
32034 —361'
Mn `Phi: Allowable
263.823 k-ft
Max Downward Total Deflection
0.004 in Ratio =
31103 —181
Max Upward Total Deflection
0.000 in Ratio =
999 <180.
Location of maximum on span
5.510 ft
Span # where maximum occurs
Span # 1
' Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Overall MAXimum
7.948
7.948
Overall MlNimum
-0.147
-0.147
+D+H
4.483
4.483
' +D+L+H
4.483
4.483
+D+Lr+H
7.948
7.948
+D+S+H
4.483
4.483
+D+0.750Lr+0.750L+H
7.081
7.081
+D+0.750L+0.750S+H
4.483
4.483
29
Concrete Beam
j Lic. #:.KW-06011763A Licensee.:,Arch -Deco Design &Construction Inc KW-06011763
Description : RB-1
Vertical Reactions Support notation : Far left is #'
Load Combination Support 1 Support 2
+D+0.70E+H
4.483 4.483
+D+0.750Lr+0.750L+0.450W+H
3.609 3.609
+D+0.750L+0.750S+0.450W+H
1.010 1.010
+D+0.750L+0.750S+0.5250E+H
4.483 4.483
• • • •
+0.60D+0.60W+0.60H
-1.940 -1.940
• •
• • • •
• • • • • •
+0.60D+0.70E+0.60H
2.690 2.690
• • •
• • •
DOnly
4.483 4.483
••••••
• ••
•.•.•.
Lr Only
3.465 3.465
•
• • • • • .
•
• •
LOnly
••••
• •
••.•.•
• •
S Only
•
.•••••
,,,, •
W Only
-7.717 -7.717
,•„••
• •
••••
�����•
E Onl
HOnly
• • •
••��••
�•
Shear Stirrup Requirements
......
Between 0.00 to 0.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min
9.6.3.3, use stirrups spaced at 14.000 in
, ,
;"•' •
, •
Between 1.00 to 10.00 ft, Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in
• • •
• • • • • •
Between 10.02 to 10.98 ft, PhiVc/2 < Vu
- PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 14.000
in • •
• • • • •
Maximum Forces & Stresses for Load
Load Combination
_Combinations
Location (ft)
Bending Stress
Results ( k-ft )
Segment Length
Span #
in Span
Mu: Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
11.000
40.78
263.82
0.15
+1.40D+1.60H
Span # 1
1
11.000
17.26
263.82
0.07
+ 1.2 0 D+0. 50 L r+ 1. 60 L+ 1. 60 H
Span # 1
1
11.000
19.56
263.82
0.07
+1.20D+1.60 L+0.50S+1.60H
Span # 1
1
11.000
14.79
263.82
0.06
+ 1.20 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
11.000
30.04
263.82
0.11
+1.20D+1.60 Lr+0.50 W+1.60H
Span # 1
1
11.000
19.43
263.82
0.07
+1.20D+1.60Lr-0.50 W+1.60H
Span # 1
1
11.000
40.65
263.82
0.15
+1.20D+0.50L+1.60S+1.60H
Span # 1
1
11.000
14.79
263.82
0.06
+1.20D+1.60S+0.50W +1.60 H
Span # 1
1
11.000
4.18
263.82
0.02
+1.20D+1.60S-0.50W +1.60H
Span # 1
1
11.000
25.40
263.82
0.10
+1.20D+0.50 Lr+0.50 L+W+1.60H
Span # 1
1
11.000
-1.66
263.82
0.01
+1.20 D+0.50Lr+0.50L-W+1.60H
Span # 1
1
11.000
40.78
263.82
0.15
+1.20D+0.50L+0.50S+W+1.60H
Span # 1
1
11.000
-6.43
263.82
0.02
+1.20D+0.50 L+0.50S-W +1.60H
r Span # 1
1
11.000
36.01
263.82
0.14
+1.20D+0.50 L+0.20S+E+1.60H
Span # 1
1
11.000
14.79
263.82
0.06
+0.90D+W+0.90H
Span # 1
1
11.000
-10.13
263.82
0.04
+0.90D-W+0.90H
Span # 1
1
11.000
32.31
263.82
0.12
+0.90D+E+0.90H
Span # 1
1
11.000
11.09
263.82
0.04
Overall Maximum Deflections
" Load Combination Span
Max. " " Defl Location
in Span Load Combination
Max. "+"
Defl Location
in Span
+D+Lr+H 1
0.0042
5.500
0.0000
0.000
30
Concrete Beam
Description : R13-2
CODE REFERENCES
" Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
Phi Values Flexure:
0.90
fr = fc2 7.50
= 474.342 psi
Shear:
0.750
4f Density
= 145.0 pcf
R =
0.850
i,, LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups 29,000.0 ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
D(O.2750) Lr(0.330;
1 2.O ft
'wx12
...... ....... _..
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span
Applied Loads _
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.2750, Lr = 0.330, W =-0.9220
�
® A
,I
•
••••e•
•e••
sees
sees
sees
.....
• •
of
•eel•••
•
•
00000
....
...:..
..
i.
.. •,...
•ate • We- ........ _.__
...... ....._........,
sees••
246 at 2.0 in from Top, from 0.0 to 12.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.2750, Lr = 0.330, W =-0.9220 k/ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
0.773 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.037 in Ratio =
3885 —3611
Mu: Applied
27.594 k-ft
Max Upward Transient Deflection
-0.242 in Ratio =
594 —361
Mn' Phi: Allowable
35.717 k-ft
Max Downward Total Deflection
0.000 in Ratio =
999 <180..
Max Upward Total Deflection
0.000 in Ratio =
999 <180.
Location of maximum on span
5.989 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Overall MAXimum
-5.532
-5.532
Overall MINimum
-0.259
-0.259
+D+H
2.230
2.230
+D+L+H
2.230
2.230
+D+Lr+H
4.210
4.210
+D+S+H
2.230
2.230
+D+0.750Lr+0.750L+H
3.715
3.715
+D+0.750L+0.750S+H
2.230
2.230
+D+0.60W+H
-1.089
-1.089
31
Concrete Beam
I Lie #.: KW-06011763 Pw-i Licensee%,Arch-Deco Design & Construction Inc. � KW-06011763
Description : RB-2
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1 Support 2
+D+0.70E+H
2.230 2.230
+D+0.750Lr+0.750L+0.450W+H
1.226 1,226
+D+0.750L+0.750S+0.450W+H
-0.259 -0.259
+D+0.750L+0.750S+0.5250E+H
2.230 2.230
+0.60D+0.60W+0.60H
-1.981 -1.981
• • • •
+0.60D+0.70E+0.60H
1.338 1.338
• •
.. • •
• • „ • .
D Only
2.230 2.230
• • :
• • •
•'
LrOnly
1.980 1.980
••••••
: '••'
....i•
L Only
•
.,,,..
,
• •
SOnl
••••••
W Only
-5.532 -5.532
• •
••••••
E Only
� � • •
�
• � • • •
• •
H Only
• •
• • •
•• ••
•• •
••••••
Shear Stirrup Requirements
see***
.'
Between 0.00 to 3.56 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min
9.6.3.3, use stirrups spaced at 5.000 in
•
Between 3.58 to 8.42 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced at
0.000 in
• •
• • • • • •
•
Between 8.44 to 11.98 ft, PhiVc < Vu, Req'd Vs = 0.3380, use stirrups spaced at 5.000 in
: .' •
'
; • • • �;
Maximum Forces $ Stresses for Load Combinations
•
Load Combination
Location (ft) Bending Stress Results (k-ft )
Segment Length
Span #
in Span Mu:
Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
12.000
27.59
35.72
0.77
+1.40D+1.60H
Span # 1
1
12.000
9.37
35.72
0.26
+ 1. 2 0 D+0. 50 L r+ 1.60 L+ 1.60 H
Span # 1
1
12.000
11.00
35.72
0.31
+1.20D+1.60 L+0.50S+1.60H
Span # 1
1
12.000
8.03
35.72
0.22
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
12.000
17.53
35.72
0.49
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
12.000
9.23
35.72
0.26
+1.20 D+ 1.60 Lr-0.50 W +1.60 H
Span # 1
1
12.000
25.83
35.72
0.72
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
12.000
8.03
35.72
0.22
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
12.000
-0.27
35.72
0.01
+1.20 D+ 1.60S-0.50 W +1.60 H
Span # 1
1
12.000
16.33
35.72
0.46
+1.20D+0.50 Lr+0.50L+W+1.60 H
Span # 1
1
12.000
-5.60
35.72
0.16
+1.20D+0.50 Lr+0.50L-W +1.60H
Span # 1
1
12.000
27.59
35.72
0.77
+1.20D+0.50 L+0.50S+W+1.60H
Span # 1
1
12.000
-8.57
35.72
0.24
+1.20D+0.50L+0.50S-W+1.60 H
Span # 1
1
12.000
24.62
35.72
0.69
+1.20D+0.50L+0.20S+E+1.60H
_
Span # 1
1
12.000
8.03
35.72
0.22
+0.90D+W+0.90H
Span # 1
1
12.000
-10.57
35.72
0.30
+0.90D-W+0.90H
Span # 1
1
12.000
22.62
35.72
0.63
+0.90D+E+0.90H
Span # 1
1
12.000
6.02
35.72
0.17
Overall Maximum Deflections
Load Combination Span
Max. " " Defl Location
in Span Load Combination
Max. "+" Deft Location
in Span
1
0.0000
0.000 W Only
-0.2423
6.000
32
Concrete Beam
Lic: # : KW-06011763 . Licensee: Arch -Deco, Design & Construction Inc., KW-0601170
Description : R13-3
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
Phi Values Flexure :
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
yr Density
= 145.0 pcf
R 1 =
0.850
LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
18.0 ft
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 18.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.1120, Lr = 0.1350, W = -0.30
•
...•
••..••
..
.•.0%
•
.•....
246 at 2.0 in from Top, from 0.0 to 18.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans: D = 0.1120, Lr = 0.1350, W = -0.30 k/ft
DESIGN SUMMARY
111 - .
•
Maximum Bending Stress Ratio
0.701 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.077 in Ratio =
2814> 361
Mu: Applied
25.025 k-ft
Max Upward Transient Deflection
-0.319 in Ratio =
677> 361'
Mn * Phi: Allowable
35.717 k-ft
Max Downward Total Deflection
0.412 in Ratio =
524 —18f
Max Upward Total Deflection
0.000 in Ratio =
999 <180..
Location of maximum on span
8.984 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Overall MAXimum
3.093
3.093
Overall MlNimum
0.258
0.258
+D+H
1.878
1.878
+D+L+H
1.878
1.878
+D+Lr+H
3.093
3.093
+D+S+H
1.878
1.878
+D+0.750Lr+0.750L+H
2.789
2.789
+D+0.750L+0.750S+H
1.878
1.878
+D+0.60W+H
0.258
0.258
33
Concrete Beam
Description : RB-3
Vertical Reactions Support notation : Far left is #'
Load Combination
Support 1 Support 2
+D+0.70E+H
1.878 1.878
+D+0.750Lr+0.750L+0.450W+H
1.574 1.574
+D+0.750L+0.750S+0.450W+H
0.663 0.663
+D+0.750L+0.750S+0.5250E+H
1.878 1.878
+0.60D+0.60W+0.60H
-0.493 -0.493
• • • •
+0.60D+0.70E+0.60H
1.127 1.127
• •
• • • •
• • • • • •
D Only
1.878 1.878
• • • • :
• • •
• •
LrOnly
1.215 1.215
••••••
: �•••
.•••;.
LOnly
•
••••••
•
• •
S Only"'
• •'
W Only
-2.700 -2.700
• •
••••••
• � � •
•
• • • • �
E Only
• •
H Only
• •
• • •
Shear Stirrup Requirements
......
.'
Between 0.00 to 2.82 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min
9.6.3.3, use stirrups spaced at 5.000 in
• ;
Between 2.85 to 15.15 ft, Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in
•
• • • • • •
• • •
Between 15.18 to 17.97 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 5.000 in
: • •
;. •..;
Maximum Forces & Stresses for Load Combinations
• _ •
Load Combination
Location (ft)
Bending Stress Results (k-ft)
~'
Segment Length
Span #
in Span
Mu: Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
18.000
25.02
35.72
0.70
+1.40D+1.60H
Span # 1
1
18.000
11.83
35.72
0.33
+ 1.2 0 D+0. 50 L r+ 1.60 L+ 1. 60 H
Span # 1
1
18.000
12.87
35.72
0.36
+1.20D+1.60L+0.50S+1.60H
Span # 1
1
18.000
10.14
35.72
0.28
+1.20D+1.60 Lr+0.50L+1.60H
Span # 1
1
18.000
18.89
35.72
0.53
+1.20D+1.60 Lr+0.50 W+1.60H
Span # 1
1
18.000
12.81
35.72
0.36
+1.20 D+ 1.60 Lr-0.50 W +1.60 H
Span # 1
1
18.000
24.96
35.72
0.70
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
18.000
10.14
35.72
0.28
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
18.000
4.07
35.72
0.11
+1.20D+1.60S-0.50W+1.60 H
Span # 1
1
18.000
16.22
35.72
0.45
+ 1.20 D+0. 50 L r+0. 50 L+W+ 1. 60 H
Span # 1
1
18.000
0.72
35.72
0.02
+1.20D+0.50Lr+0.50 L-W +1.60H
Span # 1
1
18.000
25.02
35.72
0.70
+1.20 D+0.50 L+0.50S+W+1.60H
Span # 1
1
18.000
-2.01
35.72
0.06
+1.20 D+0.50 L+0. 50 S-W + 1.60 H
Span # 1
1
18.000
22.29
35.72
0.62
+1.20D+0.50L+0.20S+E+1.60H
_
Span # 1
1
18.000
10.14
35.72
0.28
+0.90D+W+0.90H
Span # 1
1
18.000
-4.54
35.72
0.13
+0.90D-W+0.90H
Span # 1
1
18.000
19.76
35.72
0.55
+0.90D+E+0.90H
Span # 1
1
18.000
7.61
35.72
0.21
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location
in Span Load Combination
Max. "+"
Defl Location
in Span
+D+Lr+H 1
0.4120
9.000
0.0000
0.000
34
Concrete Beam
�.KW-06011763 .c-.=.Licensees: Arch -Deco Design &Construction Inc:; KW-06011763
Description : RB-4
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
lb Phi Values Flexure:
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
Nf Density
= 145.0 pcf
p =
0.850
X LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba=
60.0 ksi
E - Stirrups 29,000.0 ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 24.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 12.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.0750, Lr = 0.090, W = -0.20
Uniform Load on ALL spans : D = 0.0750, Lr = 0.090, W = -0.20 k/ft
246 at 2.0 in from Top, from 0.0 to 12.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
•
-- - - —
Maximum Bending Stress Ratio
0.092 : 1
Maximum Deflection
-------- —
Section used for this span
Typical Section
Max Downward Transient Deflection
0.001 in Ratio = 113972 —3611
Mu: Applied
10.206 k-ft
Max Upward Transient Deflection
-0.003 in Ratio = 51287 —36l:
Mn *Phi :Allowable
110.948 k-ft
Max Downward Total Deflection
0.005 in Ratio = 28625>=181
Max Upward Total Deflection
0.000 in Ratio = 999 <180.
Location of maximum on span
5.989 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
Support 1 Support 2
0.246 0.246
1.610 1.610
1.610 1.610
2.150 2.150
1.610 1.610
2.015 2.015
1.610 1.610
Support notation : Far left is #'
35
Concrete Beam
,Licensee Arch -Deco Design-,& Construction Inc., KW-06011763
Description : RB-4
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
+D+0.60W+H
0.890
0.890
+D+0.70E+H
1.610
1.610
+D+0.750Lr+0.750L+0.450W+H
1,475
1.475
+D+0.750L+0.750S+0.450W+H
1.070
1.070
+D+0.750L+0.750S+0.5250E+H
1.610
1.610
• • • •
+0.60D+0.60W+0.60H
0.246
0.246
• •
• • • •
• • • • • •
+0.60D+0.70E+0.60H
0.966
0.966
• • •
• • •
•
DOnly
1.610
1.610
••.�••
: ••••
.•..;.
Lr Only
0.540
0.540
• • • • • •
•
• •
L Only
• • • •
• •
••
• •••••
SOnly
••••
W Only
-1.200
-1.200
•
•••••
••••••
••••
••�•••
E Only
• •
• • •
H Only
•• ••
•• •
••••••
••••••
•
••
Shear Stirrup Requirements
......
Entire Beam Span Length : Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000
in • •
; • • • • •
• •
Maximum Forces & Stresses for Load Combinations
• • • •
..
: • • •':
Load Combination
Location (ft)
Bending Stress Results ( k-ft)
• •
Segment Length
Span #
in Span
Mu: Max
Phi*Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
12.000
10.21
110.95
0.09
+1.40D+1.60H
Span # 1
1
12.000
6.76
110.95
0.06
+1.20D+0.50Lr+1.60L+1.60 H
Span # 1
1
12.000
6.61
110.95
0.06
+ 1.2 0 D+ 1.60 L+0. 50 S + 1. 60 H
Span # 1
1
12.000
5.80
110.95
0.05
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
12.000
8.39
110.95
0.08
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
12.000
6.59
110.95
0.06
+ 1.20 D+ 1.60 L r-0.50 W+ 1.60 H
Span # 1
1
12.000
10.19
110.95
0.09
+1.20 D+0.50L+1.60S+1.60 H
Span # 1
1
12.000
5.80
110.95
0.05
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
12.000
4.00
110.95
0.04
+1.20D+1.60S-0.50W+1.60H
Span # 1
1
12.000
7.60
110.95
0.07
+1.20D+0.50Lr+0.50L+W+1.60 H
Span # 1
1
12.000
3.01
110.95
0.03
+1.20 D+0.50Lr+0.50L-W+1.60H
Span # 1
1
12.000
10.21
110.95
0.09
+1.20D+0.50 L+0.50S+W+1.60H
Span # 1
1
12.000
2.20
110.95
0.02
+ 1.2 0 D+0.50 L+0. 50 S- W+ 1.60 H
Span # 1
1
12.000
9.40
110.95
0.08
+1.20D+0.50 L+0.20S+E+1.60H
- Span # 1
1
12.000
5.80
110.95
0.05
+0.90D+W+0.90H
Span # 1
1
12.000
0.75
110.95
0.01
+0.90D-W+0.90H
Span # 1
1
12.000
7.95
110.95
0.07
+0.90D+E+0.9011
Span # 1
1
12.000
4.35
110.95
0.04
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location
in Span Load Combination
Max. "+" Defl Location
in Span
+D+Lr+H 1
0.0050
6.000
0.0000
0.000
36
I
2-1
D Is-->
10 (D
S� wal t diNe z:- I V5 f c
37
I 1
IF
44
. ........................... .
— VV t
NY
a&S
c
_
KM
Concrete Beam
.'Lieensee,�Arch-Deco Design Construction Inc., KW-06011763
Description : B-1
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
lb Phi Values Flexure:
0.90
fr = fc2 7.50
= 474.342 psi
Shear:
0.750
y! Density
= 145.0 pcf
R t =
0.850
LtWt Facto
= 1.0
Elastic Modulu=
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups = 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 36.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 11.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 11.0 ft in this span
—Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.6630, Lr = 0.0750, W = -0.20
••••
• •
••••
0610099
•
• • •
•
000000
•
• •
•••••
••••••
•
••••
• • •
00
•
•.•.•.•.•.�..............................
•
•
•Go
••0•••
0
247 at 2.0 in from Top, from 0.0 to 11.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 11.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.6630, Lr = 0.0750, W = -0.20 k/ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.079 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 in Ratio =
0 <360.
Mu: Applied
20.889 k-ft
Max Upward Transient Deflection
0.000 in Ratio =
0 <360.
Mn . Phi: Allowable
263.823 k-ft
Max Downward Total Deflection
0.003 in Ratio =
43720>=18i
Max Upward Total Deflection
0.000 in Ratio =
999 <180.
- Location of maximum on span
5.510 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Overall MAXimum
5.654
5.654
Overall MlNimum
0.413
0.413
+D+H
5.242
5.242
+D+L+H
5.242
5.242
+D+Lr+H
5.654
5.654
+D+S+H
5.242
5.242
+D+0.750Lr+0.750L+H
5.551
5.551
+D+0.750L+0.750S+H
5.242
5.242
40
Concrete Beam
fLic# : KW-06011763 £� ._ `" � " ° _.. PA Licensee Arch -Deco Design 8'Construction Inc.; KW-06011763
r Description : B-1
Vertical Reactions
Support notation :
Far left is #
- Load Combination
Support 1
Support 2
+D+0.60W+H
4.581
4.581
+D+0.70E+H
5.242
5.242
+D+0.750Lr+0.750L+0.450W+H
5.056
5.056
+D+0.750L+0.750S+0.450W+H
4.747
4.747
+D+0.750L+0.750S+0.5250E+H
5.242
5.242
+0.60D+0.60W+0.60H
2.485
2.485
+0.60D+0.70E+0.60H
3.145
3.145
0000
DOnly
5.242
5.242
• •
••••••
.•,..,
Lr Only
0.413
0.413
0 • • 0 :
• • •
,'
'
• • •
,
S Only
W Only
-1.100
-1.100
0000
• • • • • •
EOnly
• •
••••••
H Only
. •
••••••
••••
•••••
Shear Stirrup Requirements
..• •
..
. • •
i.
Entire Beam Span Length : Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced
at 0.000
in 000000
,
• •
Maximum Forces & Stresses for Load Combinations
• •
•
• •
. .
•
000000
Load Combination
Location (ft)
Bending Stress Results ! k-n
.
, ,
Segment Length
Span #
in Span
Mu: Max
Phi`Mnx• • Btress Ratio •
: "";
MAXimum BENDING Envelope
• •
Span # 1
1
11.000
20.89
263.82
0.08
+1.40D+1.60H
Span # 1
1
11.000
20.18
263.82
0.08
+ 1.2 0 D+0.50 L r+ 1.6 0 L+ 1.60 H
Span # 1
1
11.000
17.86
263.82
0.07
+1.20D+1.60 L+0.50S+1.60H
Span # 1
1
11.000
17.30
263.82
0.07
+1.20 D+ 1.60 Lr+0.50 L+ 1.60 H
Span # 1
1
11.000
19.11
263.82
0.07
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
11.000
17.60
263.82
0.07
+1.20D+1.60Lr-0.50 W +1.60H
Span # 1
1
11.000
20.62
263.82
0.08
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
11.000
17.30
263.82
0.07
+1.20D+1.60S+0.50 W +1.60H
Span # 1
1
11.000
15.78
263.82
0.06
+1.20D+1.60S-0.50 W +1.60 H
Span # 1
1
11.000
18.81
263.82
0.07
+1.20D+0.50 Lr+0.50L+W+1.60 H
Span # 1
1
11.000
14.84
263.82
0.06
+ 1. 2 0 D+0. 50 L r+0. 50 L- W+ 1. 6 0 H
Span # 1
1
11.000
20.89
263.82
0.08
+1.20D+0.50 L+0.50S+W+1.60H
Span # 1
1
11.000
14.27
263.82
0.05
+1.20D+0.50 L+0.50S-W+1.60 H
Span # 1
1
11.000
20.32
263.82
0.08
+1.20 D+0.50 L+0.20 S+E+1.60 H
Span # 1
1
11.000
17.30
263.82
0.07
+0.90D+W+0.90H
Span # 1
1
11.000
9.95
263.82
0.04
+0.90D-W+0.90H
Span # 1
-+0.90D+E+0.90H
1
11.000
16.00
263.82
0.06
- Span # 1
1
11.000
12.97
263.82
0.05
Overall Maximum Deflections
Load Combination Span
Max. " " Defl Location
in Span Load Combination
Max. "+" Defl Location in Span
+D+Lr+H 1
0.0030
5.500
0.0000
0.000
41
Concrete Beam
Description : B-2
CODE REFERENCES
' Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
Phi Values Flexure:
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
Ni Density
= 145.0 pcf
R 1 =
0.850
k LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
1ZOft
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span
Applied Loads _
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.7050, Lr = 0.360, W =-0.8030
L
D(1.05) Lr(1
247 at 2.0 in from Top, from 0.0 to 12.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.7050, Lr = 0.360, W =-0.8030 k/ft
Point Load : D = 1.050, Lr = 1.260, W = -2.810 k @ 9.0 ft
DESIGN SUMMARY
• '
m._ _ ----
Maximum Bending Stress Ratio
._.........__...-.._.
0.897 : 1
........ ..... ......... . ......_.
Maximum Deflection
......_
.
Section used for this span
Typical Section
Max Downward Transient Deflection
0.060 in Ratio =
2409 —2
Mu: Applied
42.415 k-ft
Max Upward Transient Deflection
-0.237 in Ratio =
607 —2
Mn ` Phi: Allowable
47.278 k-ft
Max Downward Total Deflection
0.319 in Ratio =
452 —1
Max Upward Total Deflection
0.000 in Ratio =
999 <18
Location of maximum on span
6.601 ft
Span # where maximum occurs
Span # 1
- — —__.............................._--- .........................
Vertical Reactions Support notation : Far left is #
Load Combination
Support 1
Support 2
Overall MAXimum
7.547
8.702
Overall MlNimum
-0.269
-0.797
+D+H
5.072
5.597
+D+L+H
5.072
5.597
+D+Lr+H
7.547
8.702
+D+S+H
5.072
5.597
+D+0.750Lr+0.750L+H
6.929
7.926
42
Concrete Beam
Lic. #: Licensee :Arch -Deco Design B Construction Inc:;' KW-06011763
Description : B-2
Vertical Reactions
Support notation : Far left is #'
• Load Combination
Support 1 Support 2
+D+0.750L+0.750S+H
5.072 5.597
+D+0.60W+H
1.760 1.442
+D+0.70E+H
5.072 5.597
+D+0.750Lr+0.750L+0.450W+H
4.445 4.810
+D+0.750L+0.750S+0.450W+H
2.588 2.481
+D+0.750L+0.750S+0.5250E+H
5.072 5.597
+0.60D+0.60W+0.60H
-0.269 -0.797
+0.60D+0.70E+0.60H
3.044 3.359
• •
000000
• • • •
• • • • • •
D Only
5.072 5.597
• • • • :
• • •
w
LrOnly
2.475 3.105
••••••
• • •
• ••
•
••••••
LOnly
•
••••••
•
• •
SOnly
••••••
W Only
-5.521 -6.926
• •
••••••
••��
•
••�••
E Only
H Only
••••••
• •
••••
• • •
• •
•••••
•• ••
•• •
••••••
Shear Stirrup Requirements
000000
Between 0.00 to 4.70 ft, PhiVc/2: Vu <= PhiVc, Req'd Vs = Min
9.6.3.3, use stirrups spaced at 5.000 in
w
•
Between 4.72 to 8.50 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced at
0.000 in
•
• • • • • •
• • • •
Between 8.52 to 11.98 ft, PhiVc < Vu, Req'd Vs = 5.735, use stirrups spaced at 5.000 in
: • • •
;, • •;
Maximum Forces & Stresses for Load Combinations
•
Load Combination
Location (ft) Bending Stress Results (k-ft )
Segment Length
Span #
in Span Mu:
Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
12.000
42.41
47.28
0.90
+1.40D+1.60H
Span # 1
1
12.000
22.47
47.28
0.48
+ 1.2 0 D+0. 50 L r+ 1. 60 L+ 1. 60 H
Span # 1
1
12.000
23.49
47.28
0.50
+1.20D+ 1.60L+0.50S+1.60H
Span # 1
1
12.000
19.26
47.28
0.41
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
12.000
32.82
47.28
0.69
- +1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
12.000
23.36
47.28
0.49
+1.20 D+1.60Lr-0.50 W+1.60H
Span # 1
1
12.000
42.29
47.28
0.89
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
12.000
19.26
47.28
0.41
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
12.000
9.87
47.28
0.21
+1.20D+1.60S-0.50W +1.60 H
Span # 1
1
12.000
28.70
47.28
0.61
+ 1.2 0 D+0. 50 L r+0. 50 L+ W + 1. 60 H
Span # 1
1
12.000
4.80
47.28
0.10
+1.20D+0.50Lr+0.50L-W +1.60H
Span # 1
1
12.000
42.41
47.28
0.90
+1.20D+0.50 L+0.50S+W+1.60H
Span # 1
1
12.000
-1.34
47.28
0.03
_ +1.20D+0.50L+0.50S-W+1.60H
Span # 1
1
12.000
38.17
47.28
0.81
+1.20D+0.50 L+0.20S+E+1.60 H
Span # 1
1
12.000
19.26
47.28
0.41
. +0.90D+W+0.90H
Span # 1
1
12.000
-5.29
47.28
0.11
+0.90D-W+0.90H
Span # 1
1
12.000
33.36
47.28
0.71
+0.90D+E+0.90H
Span # 1
1
12.000
14.44
47.28
0.31
- Overall Maximum Deflections
Load Combination Span
_
Max. "" Defl Location
in Span Load Combination
Max. "+" Defl Location
in Span
+D+Lr+H 1
0.3185
6.197
0.0000
0.000
43
i
Concrete
Lic"'# : KW-06011763 1.Y t Arch -Deco Design B Construction Inc.;-KW-06011763
Description : B-3
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
lb Phi Values Flexure:
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
yI Density
= 145.0 pcf
p =
0.850
LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba=
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 36.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 13.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 13.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.3580, Lr = 0.090, W = -0.20
Uniform Load on ALL spans: D = 0.3580, Lr = 0.090, W = -0.20 k/ft
247 at 2.0 in from Top, from 0.0 to 13.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 13.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
=tl oil
Maximum Bending Stress Ratio
0.082 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 in Ratio = 0 <360.
Mu: Applied
21.602 k-ft
Max Upward Transient Deflection
-0.001 in Ratio = 136144> 361'
Mn 'Phi :Allowable
263.823 k-ft
Max Downward Total Deflection
0.004 in Ratio = 36895 —181,
Max Upward Total Deflection
0.000 in Ratio = 999 <180.
' Location of maximum on span
6.512 ft
Span # where maximum occurs
Span # 1
Vertical Reactions Support notation : Far left is #
Load Combination
Support 1
Support 2
Overall MAXimum
4.797
4.797
Overall MINimum
0.585
0.585
+D+H
4.212
4.212
+D+L+H
4.212
4.212
+D+Lr+H
4.797
4.797
+D+S+H
4.212
4.212
+D+0.750Lr+0.750L+H
4.651
4.651
+D+0.750L+0.750S+H
4.212
4.212
44
Concrete Beam
I Lic.#: KW-06011763 Licensee i:Arch -Deco Design&.Construction Inc.; KW-06011763
Description : B-3
Vertical Reactions
Support notation
: Far left is #'
Load Combination
Support 1
Support 2
+D+0.60W+H
3.432
3.432
+D+0.70E+H
4.212
4.212
+D+0.750Lr+0.750L+0.450W+H
4.066
4.066
+D+0.750L+0.750S+0.450W+H
3.627
3.627
+D+0.750L+0.750S+0.5250E+H
4.212
4.212
+0.60D+0.60W+0.60H
1.747
1.747
+0.60D+0.70E+0.60H
2.527
2.527
• • • .
D Only
4.212
4.212
. •
•,,,,'
,,,,,,
Lr Only
0.585
0.585
• • . • ;
„ ,
• •
L Only
••••••
: ••••
••••:•
S Only
oe*•
W Only
-1.300
-1.300
• • •
• • • •
EOnly
• •
•
••••••
H Only
••••
•
•••••
Shear Stirrup Requirements
• .
.. ..
• • .
..
Entire Beam Span Length : Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced at 0.000 in ,,,,,,
•
......
• •
Maximum Forces & Stresses for Load Combinations
....:.
Load Combination
Location (ft)
Bending Stress Results 4 k-ft)
•
'
Segment Length
Span #
in Span
Mu: Max
Phi'Mnx• • Stress Ratio •
; •' •';
MAXimum BENDING Envelope
• •
Span # 1
1
13.000
21.60
263.82
0.08
+1.40D+1.60H
Span # 1
1
13.000
19.16
263.82
0.07
+1.20 D+0.50 Lr+1.60 L+ 1.60 H
Span # 1
1
13.000
17.38
263.82
0.07
+ 1. 20 D+ 1. 60 L+0. 50 S+ 1.60 H
Span # 1
1
13.000
16.43
263.82
0.06
+1.20 D+1.60 Lr+0.50L+1.60H
Span # 1
1
13.000
19.47
263.82
0.07
+1.20D+1.60 Lr+0.50 W+1.60H
Span # 1
1
13.000
17.36
263.82
0.07
+1.20D+1.60 Lr-0.50 W +1.60H
Span # 1
1
13.000
21.58
263.82
0.08
+1.20 D+0.50 L+1.60S+1.60H
Span # 1
1
13.000
16.43
263.82
0.06
+1.20D+1.60S+0.50W +1.60H
Span # 1
1
13.000
14.31
263.82
0.05
+1.20D+1.60S-0.50 W+1.60 H
Span # 1
1
13.000
18.54
263.82
0.07
+ 1.2 0 D+0. 50 L r+0. 50 L+ W + 1. 60 H
Span # 1
1
13.000
13.15
263.82
0.05
+1.20D+0.50 Lr+0.50 L-W+1.60H
Span # 1
1
13.000
21.60
263.82
0.08
+1.20D+0.50L+0.50S+W+1.60H
Span # 1
1
13.000
12.20
263.82
0.05
+ 1. 2 0 D+0. 50 L+0. 50 S- W+ 1.60 H
Span # 1
1
13.000
20.65
263.82
0.08
+1.20 D+0.50 L+0.20S+E+ 1.60 H
Span # 1
1
13.000
16.43
263.82
0.06
+0.90D+W+0.90H
Span # 1
1
13.000
8.10
263.82
0.03
+0.90D-W+0.90H
Span # 1
1
13.000
16.55
263.82
0.06
- +0.90D+E+0.90H
Span # 1
1
13.000
12.32
263.82
0.05
Overall Maximum Deflections
Load Combination Span
Max. "' Defl Location in
Span Load Combination
Max. "+"
Defl Location in Span
- +D+Lr+H 1 0.0042 6.500 0.0000 0.000
45
Concrete Beam
Lie. #s Licensee;,.Arch-Deco Design &;Construction lnc KWr06011763
Description : B-5
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
Phi Values Flexure:
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
Density
= 145.0 pcf
R t =
0.850
LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba--
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
19.0 ft
--- - '-"-'--'-'-'—' ----................... _............................. ...............
.
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 16.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 19.0 ft in this span
245 at 0.0 in from Top, from 0.0 to 13.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.5180, Lr = 0.1350, W = -0.30
• i
........ ...................--
--........ .... _.................. _..
• •
6.0 ft
245 at 2.0 in from Top, from 0.0 to 19.0 ft in this span
245 at 0.0 in from Bottom, from 0.0 to 13.0 ft in this sp;
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.5180, Lr = 0.1350, W = -0.30 k/ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu: Applied
Mn * Phi: Allowable
Location of maximum on span
Span # where maximum occurs
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
0.649 : 1
Typical Section
44.694 k-ft
68.834 k-ft
12.978 ft
Span # 1
Support 1 Support 2
1.282 1.282
6.145 6.145
6.145 6.145
7.428 7.428
6.145 6.145
7.107 7.107
6.145 6.145
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Support notation : Far left is #'
0.040 in Ratio = 5671 > 361'
-0.089 in Ratio = 2551 > 361
0.358 in Ratio = 636> 18d
0.000 in Ratio = 999 <180.'
46
Concrete Beam
� Lic: # KW-06011763 , .. � ..'< F.�..�_� .. nx, _ �� -Licensee; -Arch-Deco,Design&Construction lnc ; KW-06011763
Description : B-5
Vertical Reactions
Load Combination Support 1 Support 2
+D+0.70E+H
6.145
6.145
+D+0.750Lr+0.750L+0.450W+H
5.825
5.825
+D+0.750L+0.750S+0.450W+H
4.863
4.863
+D+0.750L+0.750S+0.5250E+H
6.145
6.145
+0.60D+0.60W+0.60H
1.977
1.977
+0.60D+0.70E+0.60H
3.687
3.687
D Only
6.145
6.145
Lr Only
1.282
1.282
L Only
S Only
W Only
-2.850
-2.850
E Only
H Only
Support notation : Far left is #'
• •
••••
••••••
• • •
,
• • •
. be•
• • • • • •
• • •
• • • • • •
see•
*obese
••••
• •
• •
• •
••••••
0000
•
Shear Stirrup Requirements .��, • •
Between 0.00 to 4.46 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 7.000 in ,,,,,, • •
Between 4.50 to 14.50 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in • • • •.
Between 14.54 to 18.97 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 7.000 in • ' ;,,,; , • • • • • •
Maximum Forces & Stresses for Load Combinations • e • :....:
•
Segment Length Span # in Span Mu: Max Phi`Mnx Stress
MAXimum BENDING Envelope
Span # 1
1
19.000
44.69
68.83
0.65
+1.40D+1.60H
Span # 1
1
19.000
35.39
68.83
0.51
+ 1.2 0 D+0.50 L r+ 1.60 L+ 1.60 H
Span # 1
1
19.000
32.97
68.83
0.48
+1.20D+1.60L+0.50S+1.60H
Span # 1
1
19.000
30.33
68.83
0.44
+1.20 D+ 1.60 Lr+0. 50 L+ 1.60 H
Span # 1
1
19.000
38.77
68.83
0.56
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
19.000
32.91
68.83
0.48
+1.20D+1.60Lr-0.50 W+1.60H
Span # 1
1
19.000
44.64
68.83
0.65
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
19.000
30.33
68.83
0.44
+1.20 D+ 1.60 S+0.50 W +1.60 H
Span # 1
1
19.000
24.47
68.83
0.36
+1.20D+1.60S-0.50 W +1.60 H
Span # 1
1
19.000
36.20
68.83
0.53
+1.20 D+0.50 Lr+0.50 L+W + 1.60 H
Span # 1
1
19.000
21.25
68.83
0.31
+1.20D+0.50 Lr+0.50 L-W+1.60H
Span # 1
1
19.000
44.69
68.83
0.65
+1.20D+0.50L+0.50S+W+1.60H
Span # 1
1
19.000
18.61
68.83
0.27
+1.20 D+0.50 L+0. 50 S-W + 1.60 H
Span # 1
1
19.000
42.06
68.83
0.61
+1.20 D+0.50 L+0.20S+E+ 1.60 H
Span # 1
1
19.000
30.33
68.83
0.44
+0.90D+W+0.90H
Span # 1
1
19.000
11.03
68.83
0.16
+0.90D-W+0.90H
Span # 1
1
19.000
34.47
68.83
0.50
+0.90D+E+0.90H
Span # 1
1
19.000
22.75
68.83
0.33
Overall Maximum Deflections
Load Combination Span
Max. " " Defl Location
in Span Load Combination
Max. "+" Defl Location in Span
+D+Lr+H 1
0.3584
9.811
0.0000 0.000
47
Concrete Beam
Lie, # : KW-06011763 A - 7 ,>,�17_ �4,g Licensee-F.Axch=Deco Design &'Construction lnc:�KW-06011763
Description : B-7
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
lb Phi Values Flexure :
0.90
fr = fc2 7.50
= 474.342 psi
Shear:
0.750
1V Density
= 145.0 pcf
p =
0.850
X LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba=
60.0 ksi
E - Stirrups 29,000.0
ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting
Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 24.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.1220, Lr = 0.1350
Uniform Load on ALL spans: D = 0.1220, Lr = 0.1350 k/ft
•
• •-- �r--
• • •
• • •. • •
• • • • • •
•
•
0
000 see
••••••
• •
•
• •
•• •
•• •
• •
246 at 2.0 in from Top, from 0.0 to 10.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
0.067 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Mu: Applied
7.430 k-ft
Max Upward Transient Deflection
0.000 in Ratio =
0 <360.
Mn * Phi: Allowable
110.948 k-ft
Max Downward Total Deflection
0.003 in Ratio =
39359> 181
Max Upward Total Deflection
0.000 in Ratio =
999 <180
Location of maximum on span
5.009 ft
Span # where maximum occurs
Span # 1
Vertical Reactions Support notation : Far left is #
Load Combination
Support 1
Support 2
Overall MAXimum
2.252
2.252
Overall MINimum
0.675
0.675
+D+H
1.577
1.577
+D+L+H
1.577
1.577
+D+Lr+H
2.252
2.252
+D+S+H
1.577
1.577
+D+0.750Lr+0.750L+H
2.083
2.083
+D+0.750L+0.750S+H
1.577
1.577
48
Concrete Beam
ILie # : KW-06011763 Licensee Arch=Deco DesignA Construction lnc:;�KW-06011763
Description : B-7
Vertical Reactions
Load Combination
Support 1 Support 2
Support notation : Far left is #,
+D+0.70E+H
1.577
1.577
+D+0.750Lr+0.750L+0.450W+H
2.083
2.083
+D+0.750L+0.750S+0.450W+H
1.577
1.577
+D+0.750L+0.750S+0.5250E+H
1.577
1.577
+0.60D+0.60W+0.60H
0.946
0.946
+0.60D+0.70E+0.60H
0.946
0.946
0000
DOnly
1.577
1.577
'••••'
�����•
Lr Only
0.675
0.675
�•�
• • •
•
•
•
LOnlY
••••••
: •••�
••••:•
S Onl
•
W Only
••••••
EOnly
• •
••..••
H Only
• •
• •
Shear Stirrup Requirements
.. •.
• • •
•• �
�__���
Entire Beam Span Length : Vu < PhiVc/2,
Req'd Vs = Not Reqd 9.6.3.1,
use stirrups spaced at 0.000 in • •
•
•
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results (•k-ft)
....:.
Segment Length
Span #
in Span
Mu: Max
Phi*Mnx :' otress Rip •
;' •' •;
MAXimum BENDING Envelope
•. •'-
Span # 1
1
10.000
7.43
110.95
0.07
+1.40D+1.60H
Span # 1
1
10.000
5.52
110.95
0.05
+1.20 D+0.50 Lr+1.60 L+ 1.60 H
Span # 1
1
10.000
5.57
110.95
0.05
+1.20D+1.60 L+0.50S+1.60H
Span # 1
1
10.000
4.73
110.95
0.04
+1.20D+1.60 Lr+0.50L+1.60 H
Span # 1
1
10.000
7.43
110.95
0.07
+1.20 D+ 1.60 Lr+0. 50 W + 1.60 H
Span # 1
1
10.000
7.43
110.95
0.07
+1.20D+1.60Lr-0.50W+1.60H
Span # 1
1
10.000
7.43
110.95
0.07
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
10.000
4.73
110.95
0.04
+ 1. 2 0 D+ 1. 60 S+0. 5 0 W+ 1. 60 H
Span # 1
1
10.000
4.73
110.95
0.04
+ 1.2 0 D+ 1.60 S -0.50 W + 1.60 H
Span # 1
1
10.000
4.73
110.95
0.04
+1.20D+0.50Lr+0.50L+W+1.60H
Span # 1
1
10.000
5.57
110.95
0.05
+1.20 D+0.50 Lr+0. 50 L- W + 1.60 H
Span # 1
1
10.000
5.57
110.95
0.05
+ 1.20 D+0.50 L+0. 50 S+W +1.60 H
Span # 1
1
10.000
4.73
110.95
0.04
+1.20D+0.50L+0.50S-W +1.60 H
Span # 1
1
10.000
4.73
110.95
0.04
+1.20 D+0. 50 L+0.20 S+E+ 1.60 H
_ Span # 1
1
10.000
4.73
110.95
0.04
+0.90D+W+0.90H
Span # 1
1
10.000
3.55
110.95
0.03
+0.90D-W+0.90H
Span # 1
1
10.000
3.55
110.95
0.03
+0.90D+E+0.90H
Span # 1
1
10.000
3.55
110.95
0.03
Overall Maximum Deflections
Load Combination Span
+D+Lr+H 1
Max. "" Defl Location in Span
0.0030 5.000
Load Combination Max. "+" Defl Location in Span
0.0000 0.000
49
Concrete i5eam
Lic #sL'icensee Arch -Deco :Design,& Con struction°Inc.-,, KW-06011763
Description : B-8
CODE REFERENCES
' Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc = 4.0 ksi
Phi Values Flexure:
0.90
tiz
fr = fc 7.50 = 474.342 psi
Shear:
0.750
yl Density = 145.0 pcf
R t =
0.850
LtWt Facto = 1.0
• • • •
Elastic Modulu= 3,605.0 ksi
Fy - Stirrups
40.0 ksi • •
•I • •••• .•.••
fy - Main Reba-- 60.0 ksi
E - Stirrups = 29,000.0 ksi • • • • •
'.
E - Main Reba= 29,000.0 ksi
Stirrup Bar Size #
3 ••+. : •' • • •„•
.
Number of Resisting
Legs Per Stirrup =
2 •'•'• • • •
,. _ _ ___ ..
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 48.0 in
Span #1 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span
246 at 2.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl
' 245 at 24.0 in from Bottom, from 0.0 to 10.0 ft in this span
Span #2 Reinforcing....
246 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span
246 at 2.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl
245 at 24.0 in from Bottom, from 0.0 to 10.0 ft in this span
Span #3 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span
247 at 2.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span
245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl
245 at 24.0 in from Bottom, from 0.0 to 10.0 ft in this span
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.480, Lr = 0.090, W = -0.20
Uniform Load on ALL spans : D = 0.480, Lr = 0.090, W = -0.20 k/ft
DESIGN SUMMARY
. ! Maximum Bending Stress Ratio =
0.036 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 in Ratio =
0 <360.
Mu: Applied
-12.850 k-ft
Max Upward Transient Deflection
0.000 in Ratio =
0 <360.
Mn 'Phi :Allowable
356.526 k-ft
Max Downward Total Deflection
0.000 in Ratio =
999 <180..
Max Upward Total Deflection
0.000 in Ratio =
999 <180.
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 2
50
1
Concrete Beam
� Lie. # : KW-06011763�. v,. _. �t ��. 4_er�x1£ L-.mif _a . �,i&I_- ,..� mr�l.>1;Licensee': Arch=Deco Design B Construction Inc:; KVV-060117631
Description : B-8
Vertical Reactions
Support notation : Far left is #'
- Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
3.827
10.523
10.523
3.827
Overall MINimum
0.360
0.990
0.990
0.360
+D+H
3.467
9.533
9.533
3.467
+D+L+H
3.467
9.533
9.533
3.467
+D+Lr+H
3.827
10.523
10.523
3.827
+D+S+H
3.467
9.533
9.533
3.467
+D+0.750Lr+0.750L+H
3.737
10.276
10.276
3.737
*see
+D+0.750L+0.750S+H
3.467
9.533
9.533
3.467
. •
•
.. • .
. � � � � �
+D+0.60W+H
2.987
8.213
8.213
2.987
• •
+D+0.70E+H
3.467
9.533
9.533
3.467
••••••
• • •
• ••
•
+D+0.750Lr+0.750L+0.450W+H
3.377
9.286
9.286
3.377
•
••••••
•
+D+0.750L+0.750S+0.450W+H
3.107
8.543
8.543
3.107
: • • • •
+D+0.750L+0.750S+0.5250E+H
3.467
9.533
9.533
3.467
• • • •
: • • •: •
+O.60D+0.60W+0.60H
1.600
4.400
4.400
1.600
••••
•
•••••
+0.60D+0.70E+0.60H
2.080
5.720
5.720
2.080
• •
• � •
D Only
3.467
9.533
9.533
3.467
•• ••
•• •
••••••
Lr Only
0.360
0.990
0.990
0.360
••••••
� • �
•
�
•
�
LOnly
. •
:•••:•
••••••
SOnly
•
:••••:
W Only
-0.800
-2.200
-2.200
-0.800
•••
• • •
• • •
• •
EOnly
••••••
H Only
Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVc/2,
Req'd Vs =
Not Reqd 9.6.3.1,
use stirrups spaced at 0.000
in
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results ( k-ft )
Segment Length
Span #
in Span
Mu: Max
Phi`Mnx Stress Ratio
- MAXimum BENDING Envelope
Span # 1
1
10.000
-12.34
356.53
0.03
Span # 2
2
10.000
-12.85
356.53
0.04
Span # 3
3
10.000
-12.85
419.46
0.03
- +1.40D+1.60H
Span # 1
1
10.000
-11.65
356.53
0.03
Span # 2
2
10.000
-12.13
356.53
0.03
Span # 3
3
10.000
-12.13
419.46
0.03
+ 1. 2 0 D+0. 50 L r+ 1. 60 L+ 1. 60 H
Span # 1
1
10.000
-10.42
356.53
0.03
Span # 2
2
10.000
-10.85
356.53
0.03
Span # 3
3
10.000
-10.85
419.46
0.03
+ 1. 2 0 D+ 1.60 L+0. 50 S + 1. 60 H
Span # 1
1
10.000
-9.99
356.53
0.03
Span # 2
2
10.000
-10.40
356.53
0.03
Span # 3
3
10.000
-10.40
419.46
0.02
+ 1.20 D+ 1.6 0 L r+0.50 L+ 1.60 H
Span # 1
1
10.000
-11.37
356.53
0.03
Span # 2
2
10.000
-11.84
356.53
0.03
Span # 3
3
10.000
-11.84
419.46
0.03
- +1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
10.000
-10.41
356.53
0.03
Span # 2
2
10.000
-10.84
356.53
0.03
Span # 3
3
10.000
-10.84
419.46
0.03
- +1.20D+1.60Lr-0.50W+1.60H
Span # 1
1
10.000
-12.33
356.53
0.03
Span # 2
2
10.000
-12.84
356.53
0.04
Span # 3
3
10.000
-12.84
419.46
0.03
+1.20D+0.50 L+1.60S+1.60H
Span # 1
1
10.000
-9.99
356.53
0.03
Span # 2
2
10.000
-10.40
356.53
0.03
Span # 3
3
10.000
-10.40
419.46
0.02
+1.20D+1.605+0.50W+1.60H
Span # 1
1
10.000
-9.03
356.53
0.03
Span # 2
2
10.000
-9.40
356.53
0.03
Span # 3
3
10.000
-9.40
419.46
0.02
51
Concrete Beam
I Cic `# : KW-06011763 .rrb. Licensees:,°Arch-Deco, Design & Construction lnc:; KW-06011763,
Description : B-8
Load Combination Location (ft)
Segment Length Span # in Span
Bending Stress Results ( k-ft )
Mu: Max Phi`Mnx Stress Ratio
+1.LUU+1.bU5-U.SUW +1.bUH
Span # 1
1
10.000
-10.95
356.53
0.03
Span # 2
2
10.000
-11.40
356.53
0.03
Span # 3
3
10.000
-11.40
419.46
0.03
+1.20 D+0.50 Lr+0.50 L+W + 1.60 H
Span # 1
1
10.000
-8.50
356.53
0.02
Span # 2
2
10.000
-8.85
356.53
0.02
Span # 3
3
10.000
-8.85
419.46
0.02
+1.20D+0.50Lr+0.50L-W+1.60H
• •
. .
Span # 1
1
10.000
-12.34
35153 •
0.03 ....
• • • • .
Span # 2
2
10.000
-12.85
356.S& •
0.04 • •
•'
Span # 3
3
10.000
-12.85
410.46...
0.01 • •
•
+1.20D+0.50L+0.50S+W+1.60H
•
Span #1
1
10.000
-8.07
35V3•* *�
0.02 '
a •
Span # 2
2
10.000
-8.40
356.61 • •
0.0
�••���
• •
Span # 3
3
10.000
-8.40
419.49 • •
•
0.0
.....
+1.20D+0.50L+0.50S-W+1.60H
••••••
••••
••i••�
Span # 1
1
10.000
-11.91
35�'�a •
0.09
Span # 2
2
10.000
-12.40
35 3*•
0.03
• � � • � •
Span # 3
3
10.000
-12.40
41$.48: • ;
0.03 •
•
+1.20D+0.50L+0.20S+E+1.60H
• •
• •
•.•.;.
Span # 1
1
10.000
-9.99
356.53 .
0.0:*
Span # 2
2
10.000
-10.40
350.E • +
0.03
: • • •.:
Span # 3
3
10.000
-10.40
419.4
0.0a".'.
' •
+0.90D+W+0.90H
• • •
Span # 1
1
10.000
-5.57
356.53
0.02
Span # 2
2
10.000
-5.80
356.53
0.02
Span # 3
3
10.000
-5.80
419.46
0.01
+0.90D-W+0.90H
Span # 1
1
10.000
-9.41
356.53
0.03
Span # 2
2
10.000
-9.80
356.53
0.03
Span # 3
3
10.000
-9.80
419.46
0.02
+0.90D+E+0.90H
Span # 1
1
10.000
-7.49
356.53
0.02
Span # 2
2
10.000
-7.80
356.53
0.02
Span # 3
3
10.000
-7.80
419.46
0.02
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+Lr+H
1
0.0004
4.600 +D+Lr+H
-0.0000
10.200
+D+Lr+H
2
O.0000
5.000 +D+Lr+H
-0.0000
1.000
+D+Lr+H
3
0.0004
5.400
0.0000
1.000
52
-oncrete Beam
Licr# : Licensee,: Arch -Deco Design &'Construction Inc KW-0601176:
Description : B-9
CODE REFERENCES
" Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
4.0 ksi
jb Phi Values Flexure:
0.90
1/2
fr = fc 7.50
= 474.342 psi
Shear:
0.750
W Density
= 145.0 pcf
l31 =
0.850
k LtWt Facto
= 1.0
Elastic Modulus
3,605.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Reba=
60.0 ksi
E - Stirrups 29,000.0 ksi
E - Main Reba=
29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting
Legs Per Stirrup =
2
19.0 ft
Cross Section & Reinforcing Details
Rectangular Section, Width = 8.0 in, Height = 12.0 in
Span #1 Reinforcing....
247 at 2.0 in from Bottom, from 0.0 to 19.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
D = 0.480, Lr = 0.090, W = -0.20
Uniform Load on ALL spans : D = 0.480, Lr = 0.090, W = -0.20 k/ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.894 : 1
Section used for this span
Typical Section
Mu: Applied
42.282 k-ft
Mn " Phi: Allowable
47.278 k-ft
Location of maximum on span
9.517 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Load Combination
Support 1 Support 2
Overall MAXimum
6.333 6.333
Overall MINimum
0.855 0.855
+D+H
5.478 5.478
+D+L+H
5.478 5.478
+D+Lr+H
6.333 6.333
+D+S+H
5.478 5.478
+D+0.750Lr+0.750L+H
6.120 6.120
+D+0.750L+0.750S+H
5.478 5.478
+D+0.60W+H
4.338 4.338
R�V'
247 at 2.0 in from Top, from 0.0 to 19.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Support notation : Far left is #'
0.064 in Ratio =
3589 —361'.
-0.169 in Ratio =
1352 —361.
0.985 in Ratio =
231-18i''
0.000 in Ratio =
999 <180.
53
Concrete
Lic # KW-06041763s i : i I "+ 8t" w ': Licensee :rArch-Deco z Design B Construction Inc , KW-06011763'
Description : B-9
Vertical Reactions _
Load Combination Support 1 Support 2
+D+0.750Lr+0.750L+0.450W+H
5.265
5.265
+D+0.750L+0.750S+0.450W+H
4,623
4.623
+D+0.750L+0.750S+0.5250E+H
5.478
5.478
+0.60D+0.60W+0.60H
2.147
2.147
+0.60D+0.70E+0.60H
3.287
3.287
D Only
5.478
5.478
Lr Only
0.855
0.855
L Only
S Only
W Only
-1.900
-1.900
E Only
H Only
Shear Stirrup Requirements
Support notation : Far left is #,
Between 0.00 to 5.54 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 5.000 in • •
Between 5.57 to 13.43 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in • • • •
Between 13.46 to 18.97 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 5.000 in • • • •
Maximum Forces & Stresses for Load Combinations
• •
• • •• • •
;
• • •; Y
Load Combination
Location (ft)
Bending Stress Reszlts •
ft ) 0• •
Segment Length
Span #
in Span
Mu :Max
Phi`Mnx
• •
tress F; ia• • •
MAXimum BENDING Envelope
Span # 1
1
19.000
42.28
47.28
0.89
+1.40D+1.60H
Span # 1
1
19.000
36.43
47.28
0.77
+ 1.20 D+0.50 Lr+1.60 L+ 1.60 H
Span # 1
1
19.000
33.26
47.28
0.70
+ 1.2 0 D+ 1. 60 L+0. 50 S+ 1. 6 0 H
Span # 1
1
19.000
31.23
47.28
0.66
+1.20D+1.60Lr+0.50L+1.60 H
Span # 1
1
19.000
37.72
47.28
0.80
+ 1.2 0 D+ 1.60 L r+0.50 W+ 1.60 H
Span # 1
1
19.000
33.21
47.28
0.70
+1.20D+1.60Lr-0.50W+1.60H
Span # 1
1
19.000
42.24
47.28
0.89
+1.20 D+0.50 L+1.60S+1.60H
Span # 1
1
19.000
31.23
47.28
0.66
+1.20D+1.60S+0.50W+1.60H
Span # 1
1
19.000
26.71
47.28
0.57
+ 1.2 0 D+ 1.60 S-0.5 0 W+ 1.60 H
Span # 1
1
19.000
35.74
47.28
0.76
+ 1.2 0 D+0. 50 L r+0. 50 L+ W + 1. 60 H
Span # 1
1
19.000
24.23
47.28
0.51
+ 1.2 0 D+0. 50 L r+0. 50 L- W+ 1. 6 0 H
Span # 1
1
19.000
42.28
47.28
0.89
+1.20D+0.50L+0.50S+W +1.60H
Span # 1
1
19.000
22.20
47.28
0.47
+ 1.20 D+0.50 L+0. 50S-W + 1.60 H
Span # 1
1
19.000
40.25
47.28
0.85
+1.20D+0.50 L+0.20S+E+1.60H
Span # 1
1
19.000
31.23
47.28
0.66
+0.90D+W+0.90H
Span # 1
1
19.000
14.39
47.28
0.30
+0.90D-W+0.90H
- Span # 1
1
19.000
32.44
47.28
0.69
+0.90D+E+0.90H
Span # 1
1
19.000
23.42
47.28
0.50
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location
in Span Load Combination
Max.
"+" Defl Location in Span
+D+Lr+H 1
0.9853
9.500
0.0000 0.000
6
t
.... . .....
Os
...... ... .....
.. .. .. . ......
... tt.. •
., .
• ......
V C � 5 �
= 1c6 �
?I MIA �(,VUA
55
Steel Column
>Licensees:, Arch -Deco, Des ign&ConstructionIncr KW-06011763
Description : HSS-1
Code References _
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSS4x4x1/4
Overall Column Height 12.0 ft
Analysis Method : Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy : Steel Yield 46.0 ksi
X-X (width) axis:
E : Elastic Bending Modulus 19,000.0 ksi
Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0
Y-Y (depth) axis
Unbraced Length for Y-Y Axis bu:klinq =•10 ft, K =*I". •
• • • • � •
Applied Loads
Service loads entered. Load FaGtgrsyvjl a appQed•FQr,*&alculatig%s•
• •
Column self weight included : 146.520 Ibs ` Dead Load Factor
• • • • • •
AXIAL LOADS ...
• •.. .
....•.
• •
Axial Load at 12.0 ft, D = 6.164, LR = 2.760, W = -6.150 k
""" .••. .
.••.•
BENDING LOADS ...
•••••• •.••
•.:•.'
Lat. Uniform Load creating Mx-x, W = 0.3820 k/ft
• • . • •
.. ., 60
Lat. Uniform Load creating My-y, W = 0.3820 k/ft
• • • • •
• • •
• •
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Pa: Axial
Pn / Omega: Allowablf
Ma-x : Applied
Mn-x / Omega: Allowable
Ma-y : Applied
Mn-y / Omega: Allowable
PASS Maximum Shear Stress Ratio
Load Combination
Location of max.above base
At maximum location values are ...
Va : Applied
Vn / Omega: Allowable
Load Combination Results
Load Combination
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D-0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W +H
+ D+0.750 L r+0.7 50 L-0.450 W+ H
+ D+0.750 L+0.7 50S+0.450 W +H
+D+0.750 L+0.7 50S-0.450 W +H
+D+0.750 L+0.750S+0.5250 E+H
0.8856 : 1
+D-0.60W+H
5.960 ft
10.001 k
48.950 k
-4.125 k-ft
10.765 k-ft
-4.125 k-ft
10.765 k-ft
0.05409 : 1
+D+0.60W+H
12.0 ft
1.375 k
25.423 k
Maximum Load Reactions*.*
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load Deflections ...
Along Y-Y 1.216 in at
for load combination: W Only
Along X-X 1.216 in at
for load combination: W Only
Maximum Axial + Bending
Stress Ratios
Stress Ratio
Status
Location
0.129
PASS
0.00 ft
0.129
PASS
0.00 ft
0.185
PASS
0.00 ft
0.129
PASS
0.00 ft
0.171
PASS
0.00 ft
0.129
PASS
0.00 ft
0.793
PASS
5.96 ft
0.886
PASS
5.96 ft
0.129
PASS
0.00 ft
0.632
PASS
6.04 ft
0.739
PASS
6.04 ft
0.611
PASS
6.04 ft
0.668
PASS
6.04 ft
0.129
PASS
0.00 ft
2.29%1� • •
2.292 k •
2.292 k
2.292 k
6.040ft above base
6.040ft above base
Maximum Shear Ratios
Stress Ratio
Status
Location
0.000
PASS
0.00 ft
0.000
PASS
0.00 ft
0.000
PASS
0.00 ft
0.000
PASS
0.00 ft
0.000
PASS
0.00 ft
0.000
PASS
0.00 ft
0.054
PASS
12.00 ft
0.054
PASS
12.00 ft
0.000
PASS
12.00 ft
0.041
PASS
0.00 ft
0.041
PASS
0.00 ft
0.041
PASS
0.00 ft
0.041
PASS
0.00 ft
0.000
PASS
0.00 ft
•
56
11
*Zteel
Licensee-:�Arch-Deco Design &,construction Inc.,,.KW-0601176:
Description : HSS-1
Load Combination Results
'
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location
Stress Ratio
Status Location
+0.60D+0.60W+0.60H
0.767 PASS
5.96 ft
0.054
PASS 12.00 It
+0.60D-0.60W+0.60H
0.843 PASS
5.96 ft
0.054
PASS 12.00 ft
+0.60D+0.70E+0.60H
0.077 PASS
0.00 It
0.000
PASS 12.00 ft
Maximum Reactions
Note: Only non -zero reactions are
listed.
Axial Reaction X-X Axis Reaction k Y-Y Axis
Reaction Mx - End Moments k-ft My - End
Moments
Load Combination
@ Base @ Base @ Top @ Base
@ Top
@ Base @ Top @ Base
@ Top
+D+H
6.311
••••
+D+L+H
6.311
• • ••••
• •
••••••
+D+Lr+H
9.071
• • : • • •
• •
+D+S+H
6.311
•••••• : ••••
••••:•
+D+0.750Lr+0.750L+H
8.381
+D+0.750L+0.750S+H
6.311
i • • • • i
+D+0.60W+H
2.621 -1.375
1.375 1.375
1.375
• sees • i • • • i •
• •
+D+0.70E+H
6.311
•••• •
•••••
• •
+D+0.750Lr+0.750L+0.450W+H
5.613 -1.031
1.031 1.031
1,031
• • • • • • • • • •
• • • • •
+D+0.750L+0.750S+0.450W+H
3.543 -1.031
1.031 1.031
1.031
• • • • • • •
• • • • • •
+D+0.750L+0.750S+0.5250E+H
6.311
• • • • • • •
•
•
+0.60D+0.60W+0.60H
0.096 -1.375
1.375 1.375
1.375
• • •
•
•
+0.60D+0.70E+0.60H
3.786
• • •
• • • • • •
••••••
DOnly
6.311
••••
�••••�
Lr Only
2.760
•• •
• •
L Only
• • •
S Only
W Only
-6.150 -2.292
2.292 2.292
2.292
E Only
H Only
Extreme Reactions
Axial Reaction X-X Axis Reaction k Y-Y Axis
Reaction Mx - End Moments k-ft My - End Moments
Item Extreme Value @ Base @ Base @ Top @ Base
@ Top
@ Base @ Top @ Base
@ Top
Axial @ Base Maximum
9.071
" Minimum
-6.150 -2.292
2.292 2.292
2.292
Reaction, X-X Axis Base Maximum
6.311
" Minimum
-6.150 -2.292
2.292 2.292
2.292
Reaction, Y-Y Axis Base Maximum
-6.150 -2.292
2.292 2.292
2.292
" Minimum
6.311
Reaction, X-X Axis Top Maximum
-6.150 -2.292
2.292 2.292
2.292
" Minimum
6.311
Reaction, Y-Y Axis Top Maximum
6.311
" Minimum
Moment, X-X Axis Base Maximum
6.311
" Minimum
6.311
Moment, Y-Y Axis Base Maximum
6.311
" Minimum
6.311
Moment, X-X Axis Top Maximum
6.311
" Minimum
6.311
Moment, Y-Y Axis Top Maximum
6.311
" Minimum
6.311
Maximum Deflections for Load
Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.60W+H
0.7293 in
6.040 ft
0.729 in
6.040 ft
57
■
ColumnSteel
Lic?#', e' - ,t'& -tkWWMIAMW&ALicensee-:;,Arch-Deco'Design'&Construction Inc KW-06011763 �
Description : HSS-1
Maximum Deflections for Load Combinations
Load Combination Max.
X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+0.70E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+0.450W+H
0.5470 in
6.040 ft
0.547 in
6.040 ft
+D+0.750L+0.750S+0.450W+H
0.5470 in
6.040 ft
0.547 in
6.040 ft
+D+0.750L+0.750S+0.5250E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.60W+0.60H
0.7293 in
6.040 ft
0.729 in
6.040 ft
+0.60D+0.70E+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
•
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
• •
W Only
1.2156 in
6.040 ft
1.216 in
6.040 k . .
• •
• • •
.
E Only
0.0000 in
0.000 ft
0.000 in
0.000 ft'- •
;' • ' 0
•
H Only
0.0000 in
0.000 ft
0.000 in
0.000 ft-.: - -
• • •
• • • • • •
Section Properties HSS4x4x1/4
......
_Steel
Depth = 4.000 in
Ixx
=
7.80 in14
J . _.
ZJ ip^4
- •
Design Thick = 0.233 in
S xx
=
3.90 in^3
•.••
•
• • � • - �
Width = 4.000 in
R xx
=
1.520 in
• �
� � �
Wall Thick = 0.250 in
Zx
=
4.690 in^3
• • • •
• • •
• • • • • •
Area = 3.370 in^2
1 yy
=
7.800 in^4
C
6.500 in^3
Weight = 12.210 plf
S yy
=
3.900 in^3
• •
• .
• • . • ..
R yy
=
1.520 in
• •
•
• .
Ycg = 0.000 in
Sketches
0 c
0
v
Y
4.00in
X
58
Steel Column
:Rrch-Deco:Design&;Construction, Inc KW-06011763
Description : HSS-2
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name : HSS4x4x3/16
Overall Column Height
14 ft
Analysis Method : Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along
columns
Fy : Steel Yield 46.0 ksi
X-X (width) axis:
E : Elastic Bending Modulus 19,000.0 ksi
Unbraced Length for X-X Axis buckling = 12 ft, K = 1.0
Y-Y (depth) axis :
.""•
Unbraced Length for Y-Y Axis butling 012 ft, K =04& • • . • 0 0 •
Applied Loads
of •
Service loads entered. Load Factgr; Wgl be
••ts •
applid�r,Nculations. •
...:..
Column self weight included : 131.880 Ibs * Dead Load FactorAXIAL
. . •
LOADS ...
...•
• ssss•
. . .
Axial Load at 14.0 ft, D = 4.0, LR = 4,80, W =
-10.696 k •
:***:a
....
. •.•.•
DESIGN SUMMARY
• • • • • •
.... .....
Bending & Shear Check Results
• • • •
• • • . • •..
PASS Max. Axial+Bending Stress Ratio =
0.4282 : 1 Maximum Load Reaction...... • s •
. •'
Load Combination +D+0.750Lr+0.750L-0.450W+H Top along X-X
0..0 k
Location of max.above base
0.0 ft Bottom along X-X • •
•
0.O'k' • • •
At maximum location values are ...
Top along Y-Y •
0.0 k �....
Pa: Axial
12.545 k Bottom along Y-Y
O U•k . •
Pn / Omega: Allowabl(
29.296 k
" •
Ma-x : Applied
0.0 k-ft Maximum Load Deflections ...
Mn-x / Omega: Allowable
8.424 k-ft Along Y-Y 0.0 in at
0.0ft above base
For load combination :
Ma-y :Applied
0.0 k-ft
Mn-y / Omega: Allowable
8.424 k-ft Along X-X 0.0 in at
0.0ft above base
for load combination :
PASS Maximum Shear Stress Ratio 0.0 : 1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are ...
Va : Applied 0.0 k
Vn / Omega: Allowable 0.0 k
Load Combination Results
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D+H
0.141
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+L+H
0.141
PASS
0.00 ft
0,000
PASS
0.00 ft
+D+Lr+H
0.305
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+S+H
0.141
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.264
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.141
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.60W+H
0.034
PASS
14.00 ft
0.000
PASS
0.00 ft
+D-0.60W+H
0.360
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.70E+H
0.141
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.100
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L-0.450W+H
0.428
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.011
PASS
14.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S-0.450W+H
0.305
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E+H
0.141
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.057
PASS
14.00 ft
0.000
PASS
0.00 ft
+0.60D-0.60W+0.60H
0.304
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.085
PASS
0.00 ft
0.000
PASS
0.00 ft
W
i
Steel Column
Lic: # Licensee :;Arch -Deco Design &Construction Inc ; KW-06011763.
Description : HSS-2
Maximum Reactions Note: Only non -zero reactions are listed.
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
+D+L+H
4.132
+D+Lr+H
8.932
+D+S+H
4.132
+D+0.750Lr+0.750L+H
7.732
+D+0.750L+0.750S+H
4.132
+D+0.60W+H
-2.286
+D+0.70E+H
4.132
see*
+D+0.750Lr+0.750L+0.450W+H
2.919
• •
+D+0.750L+0.750S+0.450W+H
-0.681
• • •
•
+D+0.750L+0.750S+0.5250E+H
4.132
• •
• . •
+0.60D+0.60W+0.60H
-3.938
• �; � •
• ' • ••••••
+0.60D+0.70E+0.60H
2.479
" • • • •
• • •
D Only
4.132
• • • •
•••.••
• •
LrOnly
4.800
•.•.•�
;��•" 00000
L Only
S Only
. • • • • •
• •
• • • • • 9:0 0 •
• •
W Only
-10.696
• • • •
• • : • • • • • •
E Only
•�•���
• • •
• �•
•
HOnly
Extreme Reactions
.' •
••�•••
• •
� � � � •
Axial Reaction X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End MMentt
•
k-ft W-HMV Momdhts •
Item Extreme Value
@ Base @ Base @ Top
@ Base @ Top
@ Base @ Top
(AOBase @ Top
Axial @ Base Maximum
8.932
" Minimum
-10.696
Reaction, X-X Axis Base Maximum
4.132
" Minimum
4.132
Reaction, Y-Y Axis Base Maximum
4.132
" Minimum
4.132
Reaction, X-X Axis Top Maximum
4.132
" Minimum
4.132
Reaction, Y-Y Axis Top Maximum
4.132
" Minimum
4.132
Moment, X-X Axis Base Maximum
4.132
" Minimum
4.132
Moment, Y-Y Axis Base Maximum
4.132
" Minimum
4.132
Moment, X-X Axis Top Maximum
4.132
" Minimum
4.132
Moment, Y-Y Axis Top Maximum
4.132
" Minimum
4.132
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.60W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.70E+H
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+0.750Lr+0.750L+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+0.5250E+H
0,0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.60W+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.70E+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
I
■
ColumnSteel
j Lice #-:`KW-0fiU11763 ,.�,. ., . �. ? a fa , ..;a �� Licensees Arch=Deco; Design & Construction Inc., KW-060117W
Description : HSS-2
Maximum Deflections
for Load Combinations
• Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
W Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
E Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
H Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Steel Section Properties : HSS4x4x3/16
_
Depth =
4.000 in I xx
=
6.21 in14
1 =
10.000 inA4
Design Thick =
0.174 in S xx
=
3.10 inA3
0 • • • • •
Width =
4.000 in R xx
=
1.550 in
• •
0000
......
Wall Thick =
0.187 in Zx
=
3.670 inA3
• • •
• . .
. •
Area =
2.580 inA2 1 yy
=
6.210 inA4
C • • • •a .
:5.0*7Ojn^3
....
Weight =
9.420 plf S yy
=
3.100 inA3
• •.:. •
•
. .
R yy
=
1.550 in
....
. •
:""'
•
•
•.....
Ycg =
0.000 in
• •
• • .
�� �
••���•
. .
•....•
0c
0
W
x
61
I
_1
....
.. ..
......
...
.. .
...
. .
62
wbR
--S
--S
•
e,t �i�c�mw P��
63
Concrete Column
Lic. # ": KW-06011763 �� � �. s „ a, .F. --. .. �� . _ _, ;r;Licensee Arch -Deco Design &-Construction lnc KW-06011763
Description : TC-1(More Bearing)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
fc : Concrete 28 day stn =
4 ksi
E _ =
3,605.0 ksi
Density =
150.0 pcf
Q =
0.850
fy - Main Rebar =
60.0 ksi
E - Main Rebar =
29,000.0 ksi
Allow. Reinforcing Limits
ASTM A615 Bars Used
Min. Reinf. =
1.0
Max. Reinf =
8.0
Column Cross Section
Column Dimensions: 8.Oin high x 12.Oin Wide, Column
Edge to Rebar Edge Cover = 1.50in
Column Reinforcing : 4 - #7 bars @ corners,
Overall Column Height = 14 ft
End Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 12 ft, K = 1.0
Y-Y (depth) axis
Unbraced Length for X-X Axisbucj llr g = 12 f1,"2 1.0
• • • • •
..•..• . .•
•
••...•
......
1...
**Goo
•
Applied Loads
Entered loads are factored per load combinations specified by user.
Column self weight included : 1,400.0 Ibs " Dead Load Factor
AXIAL LOADS ...
Axial Load at 14.0 ft above base, D = 9.530, LR = 0.990 k
BENDING LOADS ...
Lat. Uniform Load creating Mx-x, W = 0.9050 k/ft
DESIGN SUMMARY
Load Combination +0.90D+W+0.90H
Maximum SERVICE Load Reactions . .
Location of max.above base 13.906 ft
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Maximum Stress Ratio 0.784: 1
Top along X-X 6.335 k Bottom along X-X 6.335 k
Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)A.5
Pu = 9.837 k (r Pn = 12.027 k
Mu-x = 23.580 k-ft (R Mn-x = -30.30 k-ft
Maximum SERVICE Load Deflection.
Mu-y = 0.0 k-ft T Mn-y = 0.0 k-ft
Along Y-Y 0.4284in at 7.047ft above base
)r load combination • W Onl
4u Angle = 0.0 deg
u at Angle = 23.580 k-ft Mp at Angle = 30.068 k-ft
Pn & Mn values located at Pu-Mu vector intersection with capac
Column Capacities ...
Pnmax : Nominal Max. Compressive Axial C 462.240 k
Pnmin : Nominal Min. Tension Axial Capa k
(p Pn, max: Usable Compressive Axial Capai 240.365 k
(P Pn, min : Usable Tension Axial Capacity k
Governing Load Combination Results
y
Along X-X O.Oin at 0.0 ft above base
)r load combination :
General Section Informa(p = 0.650 R =0.850 0 = 0.80
p : % Reinforcin 2.50 % Rebar % Ok
Reinforcing Area 2.40 inA2
Concrete Area 96.0 in^2
Governing Factored I Moment Dist. from Axial Load Bending Analysis k-ft
Load Combination
k Utilization
L X-X Y-Y base ft Pu (p ' Pn gx $x' Mux gy gy Muy Alpha (deg) $ Mu (P Mn Ratio
+1.40D+1.60H M2,min 13.91 15.30 240.36 1.000 1.22 90.000 1.22 19.10 0.064
64
Concrete Column
Description : TC-1(More Bearing)
Load Combination Results
---- _-__.___..__,_..__._...._._..__.__.__... ........
Governing Factored
9
_
Moment
Dist. from Axial Load
Bending Analysis k-ft
k
Utilization
Load Combination
(._._.._.....___._
X X� Y Y
base ft
Pu tp ` Pn Sx
Sx' Mux Sy
Sy Muy Alpha (deg)
S Mu N Mn
Ratio
_.._..._.______-._.._.___.__._(
+1.40D+1.60H
_..
M2,min 13.91
-. _..................._............_......._.__
15.30 229.88 1.000
1.07
0.000
1.07 16.06
0.067
+1.20D+0.50Lr+1.60L+1.60
M2,min 13.91
13.61 240.36
1.000
1.09 90.000
1.09 19.10
0.057
+1.20D+0.50Lr+1.60L+1.60
M2,min 13.91
13.61 229.881.000
0.95
0.000
0.95 16.06
0.059
+1.20D+1.60L+0.50S+1.601
M2,min 13.91
13.12 240.36
1.000
1.05 90.000
1.05 19.10
0.055
+1.20D+1.60L+0.50S+1.601
M2,min 13.91
13.12 229.88 1.000
0.92
0.000
0.92 16.06
0.057
+1.20D+1.60Lr+0.50L+1.60
M2,min 13.91
14.70 240.36
1.000
1.18 90.000
1.18 19.10
0.061
+1.20D+1.60Lr+0.50L+1.60
M2,min 13.91
14.70 229.881.000
1.03
0.000
1.03MQ6
0.064
+1.20D+1.60Lr+0.50W+1.6
13.91
14.70 37.73 1.098
12.17
�.000*.
12.17 • •3?.26
0.,TW •; •
+1.20D+0.50L+1.60S+1.601
M2,min 13.91
13.12 240.36
1.000
1.05 90.UU0 '
1.0":..19.J0
0.055 •�
+1.20D+0.50L+1.60S+1.601
M2,min 13.91
13.12 229.88 1.000
0.92
D..tt�D* •
0.92 t0.06
0.097b • • •
+1.20D+1.60S+0.50W+1.6(
13.91
13.12 34.441.087
12.04
VID••
e.Uy
12.04 91.31
0.385
+120D+0.50Lr+0.50L+W+,
13.91
13.61 18.05 1.090
24.17
Q.LO04
24.1 fr 3i.12
0.317' � •:
+1.20D+0.50L+0.50S+W+1
13.91
13.12 18.051.087
24.0�
,
0!000•
24.08• �T.12
0374..
+1.20D+0.50L+0.20S+E+1.
M2,min 13.91
13.12 240.36
1.000
1.05 WC009.
1.05..J9.10
0.059.90
+1.20D+0.50L+0.20S+E+1.
M2,min 13.91
13.12 229.88 1.000
0.92
OJ0O.
0.9%.14)6
O.Q57...
+0.90D+W+0.90H
13.91
9.84 12.03 1.064
23.5E
0400..
23.58 30.07
0.784 . •
+0.90D+E+0.90H
M2,min 13.91
9.84 240.36
1.000
0.79 9b.00*0 ;
0.7; 1Q.10
0.Q41.:.
+0.90D+E+0.90H
M2,min 13.91
9.84 229.881.000
0.69
P.000.
0.6.9••18.906
0.943 .
Maximum Reactions
. .
Note: OPily nog -zero reactions are
. . ...
list .
X-X Axis Reaction
k Y-Y Axis Reaction
Axial Reaction
My - End Moments
k-ft We- d Moments
Load Combination
@ Base @ Top
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
+D+H
10.930
+D+L+H
10.930
+D+Lr+H
11.920
+D+S+H
10.930
+D+0.750Lr+0.750L+H
11.673
+D+0.750L+0.750S+H
10.930
+D+0.60W+H
3.801
3.801
10.930
+D+0.70E+H
10.930
+D+0.750Lr+0.750L+0.450W+H
2.851
2.851
11.673
+D+0.750L+0.750S+0.450W+H
2.851
2.851
10.930
+D+0.750L+0.750S+0.5250E+H
10.930
+0.60D+0.60W+0.60H
3.801
3.801
6.558
+0.60D+0.70E+0.60H
6.558
D Only
10.930
Lr Only
0.990
L Only
S Only
W Only
6.335
6.335
E Only
H Only
Maximum Moment Reactions
Note: Only non -zero reactions are listed.
Moment About X-X Axis
Moment About Y-Y Axis
Load Combination
@ Base @ Top
@ Base @ Top
+D+H
k-ft
k-ft
+D+L+H
k-ft
k-ft
+D+Lr+H
k-ft
k-ft
- +D+S+H
k-ft
k-ft
+D+0.750Lr+0.750L+H
k-ft
k-ft
- +D+0.750L+0.750S+H
k-ft
k-ft
+D+0.60W+H
k-ft
k-ft
+D+0.70E+H
k-ft
k-ft
+D+0.750Lr+0.750L+0.450W+H
k-ft
k-ft
+D+0.750L+0.750S+0.450W+H
k-ft
k-ft
+D+0.750L+0.750S+0.5250E+H
k-ft
k-ft
65
Concrete Column
LW# : KW-06011763 '�? F 'sue- .^ tw,T�t,:*uy�a p3?,!»� Licensee :TArch-Deco.Design'B.Construction Inc KW-0601176:
Description : TC-1(More Bearing)
Maximum Moment Reactions
Note: Only non -zero reactions are
listed.
Moment
About X-X Axis
Moment About Y-Y Axis
Load Combination
@ Base
@ Top
@ Base @ Top
+0.60D+0.60W+0.60H
k-ft
k-ft
+0.60D+0.70E+O.60H
k-ft
k-ft
D Only
k-ft
k-ft
Lr Only
k-ft
k-ft
L Only
k-ft
k-ft
S Only
k-ft
k-ft
W Only
k-ft
k-ft
E Only
k-ft
k-ft
H Only
k-ft
40ft •
Maximum Deflections for Load Combinations
: ..
0000
• • • • • •
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
•' •
•
+D+H
0.0000
in
0.000
ft
0.000 in
0.00 •
• •
• • • • • •
+D+L+H
0.0000
in
0.000
ft
0.000 in
0.006"• • •
•
• •
+D+Lr+H
0.0000
in
0.000
ft
0.000 in
0.000 fN • •
• •
••••••
•
+D+S+H
0.0000
in
0.000
ft
0.000 in
0.006•`t•90'
;""'
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft
0.000 in
O.00Q",,,
,,,,,
+D+0.750L+0.750S+H
0.0000
in
0.000
ft
0.000 in
0.0og p. •
••,,
• • •
90090•
+D+0.60W+H
0.0000
in
0.000
ft
0.257 in
7.047 !
•' '
••••••
,
+D+0.70E+H
0.0000
in
0.000
ft
0.000 in
�
0.004 f1• • •
'
'
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft
0.193 in
7.04'i ft
:,
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
ft
0.193 in
7.04: ft •
•,
•
• •
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft
0.000 in
• •
0.000•ft •
•, •
;""•
•
+0.60D+0.60W+0.60H
0.0000
in
0.000
ft
0.257 in
7.047 ft
'„•, •
+0.60D+0.70E+0.60H
0.0000
in
0.000
ft
0.000 in
0.000 ft
D Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
Lr Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
L Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
S Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
W Only
0.0000
in
0.000
ft
0.428 in
7.047 ft
E Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
H Only
0.0000
in
0.000
ft
0.000 in
0.000 ft
Sketches
f
1
Concrete Column
Description : TC-3
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
fc : Concrete 28 day stn =
4.0 ksi
E _ =
3,605.0 ksi
Density =
150.0 pcf
R =
0.850
fy - Main Rebar =
60.0 ksi
E - Main Rebar =
29,000.0 ksi
Allow. Reinforcing Limits
ASTMA615 Bars Used
Min. Reinf. =
1.0
Max. Reinf =
8.0
Column Cross Section
Column Dimensions: 8.Oin high x 14.Oin Wide, Column
Edge to Rebar Edge Cover = 1.50in
Column Reinforcing : 4 - #7 bars @ corners,
Overall Column Height = 14 ft
End Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 12 ft, K = 1.0
Y-Y (depth) axis : ••••
Unbraced Length for X-X Axis :)uclSIkW = 12 fto K" 1.0
• • • • •
•• • •• •
•
• • •
•••••• • ••
••••••
•
egos
•
00 Go
•q •.•••• •�
•
•
00
• •
••••••
Applied Loads
Entered loads are factored per load combinations specified by user.
Column self weight included : 1,633.33 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 14.0 ft above base, D = 6.150, LR = 1.280 k
DESIGN SUMMARY
Load Combination +1.20D+1.60Lr+0.50L+1.60H
Maximum SERVICE Load Reactions . .
Location of max.above base 13.906 ft
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Maximum Stress Ratio 0.044 : 1
Top along X-X 0.0 k Bottom along X-X 0.0 k
Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)^.5
Pu = 11.388 k qf Pn = 257.382 k
Maximum SERVICE Load DeflectionAlong
Mu-x = 0.7972 k-ft (p Mn-x =-17.858 k-ft
Y-Y 0.0 in at 0.0 ft above base
Mu-y = 0.0 k-ft T Mn-y = 0.0 k-ft
)r load combination :
Flu Angle = 0.0 deg
Along X-X O.Oin at 0.0ft above base
u at Angle = 0.7972 k-ft M* at Angle = 18.104 k-ft
x load combination :
Pn & Mn values located at Pu-Mu vector intersection with capac
= 0.80
Column Capacities ...
General Informa(p=00.650 R =0.850 g
Pnmax : Nominal Max. Compressive Axial C 516.64 k
p e 2.143 /a Rebar /o Ok
Pnmin : Nominal Min. Tension Axial Capa k
in% orcing Area in^2
Reinforcing Area
(p Pn, max: Usable Compressive Axial Capa, 268.653 k
12.0
Concrete Area 112.0 in^2
(p Pn, min : Usable Tension Axial Capacity k
- Governing Load Combination Results
Governing Factored
Moment Dist. from Axial Load
k
Bending Analysis k-ft
Utilization
Load Combination
X-X Y-Y base ft Pu Pn
(p
x x * Mux * Mu Alpha de Mu
S S Sy Sy y P (deg) S Mn Ratio
+1.40D+1.60H M2,min 13.91 10.90 268.65 1.000 0.93 90.000 0.93 22.91 0.040
+1.40D+1.60H M2,min 13.91 10.90 257.38 1.000 0.76 0.000 0.76 18.10 0.042
+1.20D+0.50Lr+1.60L+1.60 M2,min 13.91 9.98 268.65 1.000 0.85 90.000 0.85 22.91 0.037
67
7
Concrete Column
� Lic # :', KW-06011763 rY Licensee;:1Arch-Deco Design & Construction Inc:; KW-06011763
Description : TC-3
Load Combination Results
r--
Governing Factored
Moment
Axial Load
Dist. from k
Bending Analysis k-ft
Utilization
Load Combination
X-X Y-Y
base ft
Pu tP ` Pn g x
gx ` Mux $ y $y ` Muy Alpha (deg)
g Mu
� Mn
Ratio ,
+1.205+0.50Lr+1.0L 6+1.60
M2,min 13.91
9.98 257.38 1.000
0.70 0.000
0.70
18.10
0.039
+1.20D+1.60L+0.50S+1.601
M2,min 13.91
9.34 268.65
1.000 0.79 90.000
0.79
22.91
0.035
+1.20D+1.60L+0.50S+1.601
M2,min 13.91
9.34 257.38 1.000
0.65 0.000
0.65
18.10
0.036
+1.20D+1.60Lr+0.50L+1.60
M2,min 13.91
11.39 268.65
1.000 0.97 90.000
0.97
22.91
0.042
+1.20D+1.60Lr+0.50L+1.60
M2,min 13.91
11.39 257.38 1.000
0.80 0.000
0.80
18.10
0.044
+1.20D+1.60Lr+0.50W+1.6
M2,min 13.91
11.39 268.65
1.000 0.97 90.000
0.97
22.91
0.042
+1.20D+1.60Lr+0.50W+1.6
M2,min 13.91
11.39 257.38 1.000
0.80 0.000
0.80
18.10
0.044
+1.20D+0.50L+1.60S+1.601
M2,min 13.91
9.34 268.65
1.000 0.79 90.000
0.79
22.91
0.035
+1.20D+0.50L+1.60S+1.601
M2,min 13.91
9.34 257.38 1.000
0.65 0.000
0.65
18.10
0.036
+1.20D+1.60S+0.50W+1.6(
M2,min 13.91
9.34 268.65
1.000 0.79 90.000
0.79
22.91
0.035
+1.20D+1.60S+0.50W+1.6(
M2,min 13.91
9.34 257.38 1.000
0.65 0.000
0.65
18.10
0.036
+1.20D+0.50Lr+0.50L+W+'
M2,min 13.91
9.98 268.65
1.000 0.85 90.000
0.85
22.91
0.037
+1.20D+0.50Lr+0.50L+W+'
M2,min 13.91
9.98 257.38 1.000
0.70 0.000
0.70
18.10
0.039
+1.20D+0.50L+0.50S+W+1
M2,min 13.91
9.34 268.65
1.000 0.79 90.000
0.79
22.91
0.035
+1.20D+0.50L+0.50S+W+1
M2,min 13.91
9.34 257.38 1.000
0.65 0.000
0.65
18.10
0.036
+1.20D+0.50L+0.20S+E+1.
M2,min 13.91
9.34 268.65
1.000 0.79 90.000
0.79
22.91
0.035
+1.20D+0.50L+0.20S+E+1.
M2,min 13.91
9.34 257.38 1.000
0.65 0.000
0.65• •
*1C.10
0.036
+0.90D+W+0.90H
M2,min 13.91
7.00 268.65
1.000 0.60 9O.00(b
0.6%•22.91
0.4126•.•
+0.90D+W+0.90H
M2,min 13.91
7.00 257.38 1.000
0.49 %QO0 :
0.48.
18.10
0.027.0
+0.90D+E+0.90H
M2,min 13.91
7.00 268.65
1.000 0.60 911.QC"
0.6p •,U'91
0.0Z6, %
+0.90D+E+0.90H
M2,min 13.91
7.00 257.381.000
0.49 .0.Q(m..
0.49
J8.10
O.Q27 .
Maximum Reactions
Note: Onlywon-zero reactions are
•••••.
listed. •
X-X Axis Reaction
k Y-Y Axis Reaction
Axial Reaction My - End Memer is k-ft Mx -
End Momen4e• • •
Load Combination
@ Base @ Top
@ Base @ Top
@ Base @ Base.. Q Jcp
® $•ase @ Top ; . •
+p+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0. 750 L r+0. 750 L+0.4 50 W +H
+D+0.750 L+0.750S+0.450W+H
+D+0.750 L+0.750 S+O.5250 E+H
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Maximum Moment Reactions
7.783
�• •
7.783
•
9.063
7.783
8.743
7.783
7.783
7.783
8.743
7.783
7.783
4.670
4.670
7.783
1.280
•
•
Note: Only non -zero reactions are listed.
Load Combination
Moment About X-X Axis
@Base @Top
Moment About Y-Y Axis
@Base @Top
' +D+H
k-ft
k-ft
+D+L+H
k-ft
k-ft
' +D+Lr+H
k-ft
k-ft
+p+$+H
k-ft
k-ft
+D+0.750Lr+0.750L+H
k-ft
k-ft
+D+0.750L+0.750S+H
k-ft
k-ft
- +D+0.60W+H
k-ft
k-ft
+D+0.70E+H
k-ft
k-ft
• i�
Concrete Column
Description : TC-3
Maximum Moment Reactions
Note: Only non -zero reactions are listed.
Moment About X-X Axis
Moment About Y-Y Axis
Load Combination @ Base @ Top
@ Base @ Top
+D+0.750Lr+0.750L+0.450W+H
k-ft
k-ft
+D+0.750L+0.750S+0.450W+H
k-ft
k-ft
+D+0.750L+0.750S+0.5250E+H
k-ft
k-ft
+0.60D+0.60W+0.60H
k-ft
k-ft
+0.60D+0.70E+0.60H
k-ft
k-ft
D Only
k-ft
k-ft
Lr Only
k-ft
k-ft
L Only
k-ft
k-ft
S Only
k-ft
k-ft
W Only
k-ft
k-ft
E Only
k-ft
k-ft
H Only
k-ft
k-ft
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
+D+L+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
+D+Lr+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
+D+S+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
• • • •
+D+0.60W+H
0.0000
in
0.000
ft 0.000 in
0.000 ft •
• • • •
• • • • • •
+D+0.70E+H
0.0000
in
0.000
ft 0.000 in
0.00UA, :
•. •
.�
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft 0.000 in
0.00.0(j
' ' '
'
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
ft 0.000 in
0.000.1
•
• 0
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft 0.000 in
0.000 ft
...•..
+0.60D+0.60W+0.60H
0.0000
in
0.000
ft 0.000 in
0.0Q0*1��.
;...;.
•
+0.60D+0.70E+0.60H
0.0000
in
0.000
ft 0.000 in
0.000011"
•
•' 0 0
D Only
0.0000
in
0.000
ft 0.000 in
0.0000k • • •
• • • •
90000
Lr Only
0.0000
in
0.000
ft 0.000 in
0.000* { .. 0
0 .. � :
......
L Only
0.0000
in
0.000
ft 0.000 in
0.00D $
'
S Only
0.0000
in
0.000
ft 0.000 in
0.00P ft • :
•
W Only
0.0000
in
0.000
ft 0.000 in
0.000 ft
• • • • • •
EOnly
0.0000
in
0.000
ft 0.000 in
0.04 ft.*.
:..•.:
H Only
0.0000
in
0.000
ft 0.000 in
0.0009R '
0 0
' '
Sketches
•
Concrete Column
�.R
Description : C-1
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
fc : Concrete 28 day stn =
4.0 ksi
E _ =
3,605.0 ksi
Density =
150.0 pcf
R =
0.850
fy - Main Rebar =
60.0 ksi
E - Main Rebar =
29,000.0 ksi
Allow. Reinforcing Limits
ASTM A615 Bars Used
Min. Reinf. =
1.0
Max. Reinf =
8.0
Column Cross Section
Column Dimensions: Overall Width = 12.Oin, Overall Height
= 12.Oin, Width of Vertical Leg =
8.Oin, Width of Horiz. Leg = 8.Oin,
Overall Column Height = 20.0 ft
End Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 18 ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for X-X Axis buckling = 18 ft, K = 1.0
T-
Column Reinforcing : 3.0 - #7 bars @ left vertical, 3.0 - #7 - —��"'^ •' • •
bars @ right vertical, 1.0 - #7 bars @ • I ' •" """
top of right leg, 1.0 - #5 bars @ e^ •' ti, •
Applied Loads Entered loads are factored per load"wtinationc speci&ed by usar• • •
Column self weight included : 2,666.67 Ibs * Dead Load Factor • • • • • • ' • • • • • • • • o
AXIAL LOADS ... "�"� •'•� "";•
Axial Load at 20.0 ft above base, D = 7.120, LR = 3.190 k • • • • • • •
BENDING LOADS ... ' "'•"
Lat. Uniform Load creating Mx-x, W = 0.9530 k/ft • • • ; • • •.;
Lat. Uniform Load creating My-y, W = 0.3820 k/ft • • • • • • • •
DESIGN SUMMARY
Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Maximum SERVICE Load Reactions . .
Location of max.above base 19.866ft Top along Y-Y 3.820 k Bottom along Y-Y 3.820 k
Maximum Stress Ratio 0.901 : 1 Top along X-X 9.530 k Bottom along X-X 9.530 k
Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMnA2)^.5
Pu = 13.339 k (r Pn = 13.720 k
Mu-x = 51.002 k-ft Mn-x =-60.233 k-ft
Mu-y = 20.443 k-ft T Mn-y = 9.505 k-ft
Au Angle = 22.0 deg
u at Angle = 54.946 k-ft W at Angle = 60.973 k-ft
_ Pn & Mn values located at Pu-Mu vector intersection with capac
Column Capacities ...
Pnmax : Nominal Max. Compressive Axial C 690.47 k
_ Pnmin : Nominal Min. Tension Axial Capa k
(p Pn, max: Usable Compressive Axial Capai 359.042 k
(p Pn, min : Usable Tension Axial Capacity k
Maximum SERVICE Load Deflection:
Along Y-Y 0.6781 in at 10.067 ft above base
)r load combination : W Only
Along X-X 0.2718in at 10.067ft above base
)r load combination : W Only
General Section Informa = 0.650 R =0.850 0 = 0.80
p : % Reinforcin 3.523 % Rebar % Ok
Reinforcing Area 4.510 in^2
Concrete Area 128.0 in^2
70
Concrete Column
Lic: Arch -Deco Design & Construction Inc.iKW-06011763_!
Description : C-1
Governinq Load Combination Results
Governing Factored
Load Combination
+1.40D+1.60H
+1.40D+1.60H
+ 1.2 0 D+O.5 0 L r+ 1.60 L+ 1.6 0
+1.20 D+0.5OLr+ 1.60L+1.60
+ 1.20 D+ 1.60 L+0.50 S+ 1.601
+1.20 D+1.60L+0.50S+1.601
+ 1.20 D+ 1.60 L r+0.50 L+ 1.60
+ 1.2 0 D+ 1.6 0 L r+0.50 L+ 1.60
+1.20D+1.6OLr+0.50W+1.6
+1.20 D+0.50L+1.60S+1.601
+ 1.20 D+0.50 L+ 1.60 S+ 1.601
+ 1.20 D+ 1.60 S+0.50 W + 1.6(
+1.20 D+0.5OLr+0.50L+W+•
+ 1.20 D+0.50 L+O.50 S+W + 1
+ 1.20 D+0.50 L+0.20 S+E+ 1.
+ 1.20 D+0.50 L+0.20 S+E+ 1.
+0.90D+W+0.90H
+0.90D+E+0.90H
+0.90D+E+0.90H
Maximum Reactions
Load Combination
Moment Dist. from Axial Load
k
Bending Analysis k-ft
Utilization
X-X Y-Y base ft
Pu tp ' Pn gx
gx' Mux 8y
8Y • Muy
Alpha (deg)
8 Mu
Mn
Ratio
M2,min 19.87
13.70 347.41
1.000
1.10
90.006
1.10
27.51
0.040
M2,min 19.87
13.70 352.28 1.000
1.10
0.000
1.10
27.86
0.039
M2,min 19.87
13.34 347.41
1.000
1.07
90.000
1.07
27.51
0.039
M2,min 19.87
13.34 352.281.000
1.07
0.000
1.07
27.86
0.038
M2,min 19.87
11.74 347.41
1.000
0.94
90.000
0.94
27.51
0.034
M2,min 19.87
11.74 352.28 1.000
0.94
0.000
0.94
27.86
0.034
M2,min 19.87
16.85 347.41
1.000
1.35
90.000
1.35
27.51
0.049
M2,min 19.87
16.85 352.28 1.000
1.35
0.000
1.35
27.86
0.048
Actual Actual 19.87
16.85 36.05 1.091
25.9E 1.091
10.41
22.000
27.99
60.94
0.459
M2,min 19.87
11.74 347.41
1.000
0.94
90.000
0.94
27.51
0.034
M2,min 19.87
11.74 352.28 1.000
0.94
0.000
0.94
27.86
0.034
Actual Actual 19.87
11.74 27.56 1.061
25.2� 1.061
10.14
22.000
27.24
60.98
0.447
Actual Actual 19.87
13.34 13.72 1.070
51.00 1.070
20.44
22.000
54.95
60.97
0.901
Actual Actual 19.87
11.74 13.72 1.061
50.5E 1.061
20.27
22.000
54.49
60.97
0.894
M2,min 19.87
11.74 347.41
1.000
0.94
90.000
0.94
27.51
0.034
M2,min 19.87
11.74 352.28 1.000
0.94
0.000
0.94
27.86
0.034
Actual Actual 19.87
8.81 10.45 1.045
49.811.045
19.97
22.000
53.66•
• 66.96
0.880
M2,min 19.87
8.81 347.41
1.000
0.70
90.00N
0.7b•
• 2751
0.025 • • •
M2,min 19.87
8.81 352.28 1.000
0.70
NOA :
0.74).
2.1.86
0.025.
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750 Lr+0.750 L+0.450 W +H
+D+0. 75 0 L+0. 750 S +0. 450 W +H
+D+0.750 L+0.750 S+0.5250 E+H
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Maximum Moment Reactions
Load Combination
• •
Note: 01 r"501-zero
r2acti(?r% are listed. • • • •
X-X Axis Reaction k
Y-Y Axis
Reaction
Axial Reaction
My - End fClerll@rft3 k-ft
Mx -'End Momel.1 ts. . .
@ Base
@ Top
@ Base
@ Top
@ Base
@ Basee• @ %op
Aq page @ Top •
9.787
••••
• •••••
9.787
•.••..
...• •.:.•�
12.977
.••..•
�..� : •.•..•
9.787
'
12.179
• • •
•
9.787
.. •...
2.292
2.292
5.718
5.718
9.787
• .
• ;egos ;
9.787
•• .
•• • . •
1.719
1.719
4.288
4.288
12.179
• • 0
1.719
1.719
4.288
4.288
9.787
9.787
2.292
2.292
5.718
5.718
5.872
3.820 3.820 9.530 9.530
Moment About X-X Axis
@ Base @ Top
5.872
9.787
3.190
Note: Only non -zero reactions are listed.
Moment About Y-Y Axis
@ Base @ Top
+D+L+H
k-ft
k-ft
- +D+Lr+H
k-ft
k-ft
+D+S+H
k-ft
k-ft
+D+0.750Lr+0.750L+H
k-ft
k-ft
+D+0.750L+0.750S+H
k-ft
k-ft
+D+0.60W+H
k-ft
k-ft
+D+0.70E+H
k-ft
k-ft
+D+0.750Lr+0.750L+0.450W+H
k-ft
k-ft
+D+0.750L+0.750S+0.450W+H
k-ft
k-ft
71
i
Concrete Column
Lic^#,:,KW-06011763 _Licensee;:Wch-Deco=Design B Construction Inc.,;KW-06011763
- Description : C-1
Maximum Moment Reactions
Note: Only non -zero reactions are
listed.
Moment
About X-X Axis
Moment About Y-Y Axis
Load Combination
@ Base
@ Top
@ Base @ Top
+D+0.750L+0.750S+0.5250E+H
k-ft
k-ft
+0.60D+0.60W+0.60H
k-ft
k-ft
+0.60D+0.70E+0.60H
k-ft
k-ft
D Only
k-ft
k-ft
Lr Only
k-ft
k-ft
L Only
k-ft
k-ft
S Only
k-ft
k-ft
W Only
k-ft
k-ft
E Only
k-ft
k-ft
H Only
k-ft
k-ft
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+L+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+Lr+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+S+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
+D+0.60W+H
0.1631
in
10.067
ft
0.407 in
10.067 ft
+D+0.70E+H
0.0000
in
0.000
ft
0.000 in
0.000 ft
*see
+D+0.750Lr+0.750L+0.450W+H
0.1223
in
10.067
ft
0.305 in
10.061 ft• • •
• • • •
• • • • •
+D+0.750L+0.750S+0.450W+H
0.1223
in
10.067
ft
0.305 in
10.06704 .
..
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft
0.000 in
0.00p.$ •..
: •.. •
....:.
+0.60D+0.60W+0.60H
0.1631
in
10.067
ft
0.407 in
10.06j.fj; •
• •
+0.60D+0.70E+0.60H
0.0000
in
0.000
ft
0.000 in
0.000*1 � �
� •
� • • • • �
D Only
0.0000
in
0.000
ft
0.000 in
O.000 ft .
......
Lr Only
0.0000
in
0.000
ft
0.000 in
0.000•4 •'
•
' • ;' • .
L Only
0.0000
in
0.000
ft
0.000 in
0.00f)el0 • •
• •. •
• • •..
S Only
0.0000
in
0.000
ft
0.000 in
0.000•ft • •
• • •
000000
W Only
0.2718
in
10.067
ft
0.678 in
10.067.fi • ..
.
•
E Only
0.0000
in
0.000
ft
0.000 in
O.00D ft • ;
.
... • ; .
H Only
0.0000
in
0.000
ft
0.000 in
O.00Q ft a
• • • • • •
Sketches
•••• %
•• •
�••••�
72
.
73
A
V
Masonry Slender Wall
Description : 8" Masonry Wall(More Bearing)
Code References
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Construction TypDrouted Hollow Concrete Masonry
F rn = 1.50 ksi
Nom. Wall Thicknes:
Fy - Yield = 60.0 ksi
Actual Thickness
Fr - Rupture = 61.0 psi
Rebar "d" distance
Em = fm " = 900.0
Lower Level Rebar. . .
Max % of P bal. = 0.1114
Bar Size #
Grout Density = 140 pcf
Bar Spacing
Block Weight Normal Weight
Wall Weight = 58.0 psf
Wall is grouted at rebar cells only
One -Story Wall Dimensions
A Clear Height = 12.0 ft
B
B Parapet height = ft
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
8 in Temp Diff across thickne: = deg F
7.625 in Min Allow Out -of -plane Defl= 0
3.8125 in Minimum Vertical Steel % = 0.0020
5
32 in
Wall Support CondittMRoof Attachment . 0 . •p &Bottom Pinned -+- •--
.•••
••••
•• L• •. • • ••••
•
Floor Attachment • • • • • • • • • •
Vertical Loads • • • • •. • • •
Vertical Uniform Loads (.Aoplied per foot of Strip Widb DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W :Wind
Ledger Load Eccentricity 6.750 in k/ft
Concentric Load 0.60 0.720 k/ft
Lateral Loads
Wind Loads: Seismic Loads:
Full area WIND load 15 psf Wall Weight Seismic Load Input Method :Direct entry of Lateral Wall Weight
Seismic Wall Lateral Load psf
Fp 1.0 = 0.0 psf
74
Masonry Slender Wall
Lie.- #;:.KW-06011763 m,!,- Design & Construction Inc KW-060t1763
' Description : 8" Masonry Wall(More Bearing)
DESIGN SUMMARY
Results reported for "Strip Width" of 12.0 in
- Governing Load Combination ...
Actual Values ... Allowable Values ...
PASS Moment Capacity Check
Maximum Bending Stress Rat0.1295
+0.90D+W
Max Mu 0.2705 k-ft Phi * Mn 2.088 k-ft
PASS Service Deflection Check
Actual Defl. Ratio U 9,532 Allowable Defl. Ratio 150
W Only
Max. Deflection 0.01511 in
PASS Axial Load Check
Max Pu / Ag 25.943 psi Max. Allow. Defl. 0.960 in
+1.20D+0.50Lr+W
Location 5.80 ft 0.2 * fm 300.0 psi
PASS Reinforcing Limit Check
Controlling As/bi 0.002541 As/Mf114rho bal 0.1116
Maximum Reactions for Load Combinatioi
Top Horizontal W Only 0.090 k
Base Horizontal W Only 0.090 k
Vertical Reaction +D+Lr 2.016 k
Design Maximum Combinations - Moments
Results reported for "Strip Width" = 12 in.
Axial Load
Moment Values
0.6
Load Combination
Pu 0.2*fm*b*t
Mcr
Mu
Phi
Phi Mn
As As Ratio rho bal
k
k ......._k
ft
........ k ft
..........
k-ft
in^2 ............._ •.•.•..•.
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • 0.0000 •0.0006 •
•
• • • • • •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • 0.0900 O!0009
•
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • • 2.115e00 b.0*000
Goose*
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • • 81J800 0.0000
:*so*:
+1.20D+1.60Lr+0.50W at 5.60 to 6.00 2.317
17.640
0.46
0.14
0.90
2.45
0.116 ••6.OQ25 p.1.19:
+1.20D+0.50W at 5.60 to 6.00
1.165
17.640
0.46
0.14
0.90
2.17
0.116 *•6.t025 10.1112
•; •
+1.20D+0.50Lr+W at 5.60 to 6.00
1.525
17.640
0.46
0.27
0.90
2.25
0.116 • : H925 ei*13 iGo .
• • •
+1.20D+W at 5.60 to 6.00
1.165
17.640
0.46
0.27
0.90
2.17
0.116 0 0025 0.1112
• • •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • 9.0000 0.0000
•
+0.90D+W at 5.60 to 6.00
0.874
17.640
0.46
0.27
0.90
2.09
0.116, O.Q025 a!1•I�S•
• •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • e.0200 0,0Q04
; • • • • ;
Design Maximum Combinations - Deflection
Results reported for "Strip WiaW%41•2 in.
Axial Load
Moment Values
Stiffness
Deflections
Load Combination
Pu
Mcr
Mactual
I gross
I cracked
I effective Deflection Defl. Ratio
k
k-ft
- ........ ....... .........
k-ft .........
in^4
in^4
in^4 in
- _ . ......... ..................
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+D+0.60W at 5.60 to 6.00
0.971
0.46
0.16
342.40
26.24
342.400 0.009 15,818.6
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+D+0.750Lr+0.450W at 5.60 to 6.00
1.511
0.46
0.12
342.40
27.62
342.400 0.007 21,039.4
+D+0.450W at 5.60 to 6.00
0.971
0.46
0.12
342.40
26.24
342.400 0.007 21,091.4
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+0.60D+0.60W at 5.60 to 6.00
0.583
0.46
0.16
342.40
25.23
342.400 0.009 15,846.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
W Only at 6.00 to 6.40
0.000
0.46
0.27
342.40
23.68
342.400 0.015 9,532.3
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
Reactions - Vertical & Horizontal
Results reported for "Strip Width" = 12 in.
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
D Only
0.0 k
0.00 k
1.296 k
75
Masonry Slender Wall
Description : 8" Masonry Wall(More Bearing)
+D+Lr 0.0 k 0.00 k
+D+0.750Lr 0.0 k 0.00 k
+D+0.60W 0.1 k 0.05 k
2.016 k
1.836 k
1.296 k
•
.•••
• •
• •
•.....
••••.•
•
••.•••
• •
•
•• •
•• •
• . •
76
Masonry Slender Wall
Description : 8" Masonry Wall(More Bearing)
Reactions - Vertical & Horizontal
Results reported for "Strip Width" = 12 in.
Load Combination
Base Horizontal
Top Horizontal
_._....-__
Vertical @ Wall Base
....... ............. - ..........._......
+D+0.70E
0.0 k
0.00 k
1.296 k
+D+0.750Lr+0.450W
0.0 k
0.04 k
1.836 k
+D+0.450W
0.0 k
0.04 k
1.296 k
+D+0.5250E
0.0 k
0.00 k
1.296 k
+0.60D+0.60W
0.1 k
0.05 k
0.778 k
+0.60D+0.70E
0.0 k
0.00 k
0.778 k
Lr Only
0.0 k
0.00 k
0.720 k
W Only
0.1 k
0.09 k
0.000 k
E Only
0.0 k
0.00 k
0.000 k
•
•
77
■
SlenderMasonry
L` is -060'! 9?63 s�..��.� � "' licensee^:Arch-Deco, Design &Construction lnc;,9 KW-06011763
� : � KlN �. :: �t��a � �, ��
Description : 8" Masonry Wall(Wind Lateral)
Code References
Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10
Construction Typ[Drouted Hollow Concrete Masonry
Fm = 1.50 ksi
Nom. Wall Thicknes:
8 in
Temp Diff across thickne: _
Fy - Yield = 60.0 ksi
Actual Thickness
7.625 in
Min Allow Out -of -plane DO=
Fr - Rupture = 61.0 psi
Rebar "d" distance
3.8125 in
Minimum Vertical Steel % _
Em = fm * = 900.0
Lower Level Rebar. .. .
Max % of P bal. = 0.1116
Bar Size #
5
Grout Density = 140 pcf
Bar Spacing
32 in
Block Weight Normal Weight .
Wall Weight = 58.0 psf
Wall is grouted at rebar cells only
One -Story Wall Dimensions
A Clear Height = 12 ft
B Parapet height = 0.0 ft
Wall Support CondittW & Bottom Pinned
Vertical Loads
Vertical Uniform LoadsGAop/ied per foot of Strip Widti
Ledger Load Eccentricity 6.750 in
Concentric Load
Lateral Loads
Wind Loads: Seismic Loads:
Full area WIND load 64.5 psf Wall Weight Seismic Load Input Method :Direct entry of Lateral Wall Weight
Seismic Wall Lateral Load 0.0 psf
deg F
0
0.0020
B
—
Roof Attachment
— - --
0000
•••e
•
***Leo
•
.....
so 0
•so I .
•
••.•�••
•
Floor Attachment
• • • i
•
DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W
0.0 0.0 0.0 0.0
0.03 0.09 0.0 0.0
Fp 1.0 = 0.0 psf
0.0 k/ft
0.0 k/ft
78
Masonry Slender Wall
I. f
°eve °E.
Description : 8" Masonry Wall(Wind Lateral)
DESIGN SUMMARY
Results reported for "Strip Width" of 12.0 in
' Governing Load Combination ...
Actual Values ... Allowable Values ...
PASS Moment Capacity Check
Maximum Bending Stress Rat0.5990
+0.90D+W
Max Mu 1.174 k-ft Phi * Mn
1.961 k-ft
PASS Service Deflection Check
Actual Defl. Ratio U 220 Allowable Defl. Ratio
150
W Only
Max. Deflection 0.6551 in
PASS Axial Load Check
Max Pu / Ag 8.953 psi Max. Allow. Defl.
0.960 in
+1.20D+0.50Lr+W
Location 5.80 ft 0.2 * fm
300.0 psi
PASS Reinforcing Limit Check
Controlling As/bl 0.002541 As/M'k116rho bal 0.1116
Maximum Reactions for Load Combinatioi
Top Horizontal W Only 0.3870 k
Base Horizontal W Only 0.3870 k
Vertical Reaction +D+Lr 0.8160 k
Design Maximum Combinations - Moments
Results reported for "Strip Width" = 12 in.
Axial
Load
Moment Values
0.6
Load Combination
Pu
0.2*fm*b*t
Mcr
Mu
Phi
Phi Mn
As As Ratio rho bal
k
_k-_
k ft.
k ft_...--
.........
k-ft
_in^2 •.•_•.•
0.000
0.000
0.00
0.00
0.00
0.00
0.000. 0.0000 6,awl) ......
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • 0.0e00-o•0008 .'
•
0.000
0.000
0.00
0.00
0.00
0.00
0.000 ... 1.oe00 b.000e • • • • •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • • e.0e00 0.0000 ; ;
• • • •
+1.20D+1.6OLr+0.50W at 5.60 to 6.00 0.625
17.640
0.46
0.58
0.90
2.03
0.116 • • • 6.Up25 •:1113. • •
+1.20D+0.50W at 5.60 to 6.00
0.481
17.640
0.46
0.58
0.90
2.00
0.116 • • 5.025 80.1114 **:*a*
+1.20D+0.5OLr+W at 5.60 to 6.00
0.526
17.640
0.46
1.18
0.90
2.01
0.116 • •: &%25 . fl' la. •' • • •
+1.20D+W at 5.60 to 6.00
0.481
17.640
0.46
1.18
0.90
2.00
0.116 • • 5.1025 P114 • • •' • s •
0.000
0.000
0.00
0.00
0.00
0.00
0.000: • • ®0000 0.0000 • .
+0.90D+W at 5.60 to 6.00
0.361
17.640
0.46
1.17
0.90
1.97
. . . . ......
0.116 0.0025 -•Ot hMS•
• • •
0.000
0.000
0.00
0.00
0.00
0.00
0.000 • • • e.0Q00 o•000g ; • • • •
Design Maximum Combinations - Deflection
Results reported for "Strip Wii "' bf2 in.
Axial Load
Moment Values
Stiffness
Deflections
Load Combination
Pu
Mcr
Mactual
I gross
I cracked
I effective Deflection Defl. Ratio
.... .......... _........
k
k-ft
k-ft
W4
in
in in
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+D+0.60W at 6.00 to 6.40
0.378
0.46
0.70
342.40
24.69
27.013 0.219 658.3
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+D+0.75OLr+0.45OW at 6.00 to 6.40
0.445
0.46
0.52
342.40
24.87
35.435 0.064 2,243.8
+D+0.450W at 6.00 to 6.40
0.378
0.46
0.52
342.40
24.69
35.242 0.064 2,243.1
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
+0.60D+0.60W at 6.00 to 6.40
0.227
0.46
0.70
342.40
24.29
26.613 0.220 655.8
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
*
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
W Only at 6.00 to 6.40
0.000
0.46
1.16
342.40
23.68
24.040 0.655 219.8
-
0.000
0.00
0.00
0.00
0.00
0.000 0.000 0.0
Reactions - Vertical & Horizontal
Results reported for "Strip Width" = 12 in.
Load Combination
Base
Horizontal
Top Horizontal Vertical @ Wall Base
D Only
0.0 k
0.00 k 0.726 k
79
SlenderMasonry
Lie.'# Design,& Construction Inc aKW-06011763
Description : 8" Masonry Wall(Wind Lateral)
+D+Lr 0.0 k 0.00 k
+D+0.750Lr 0.0 k 0.00 k
+D+0.60W 0.2 k 0.23 k
0.816 k
0.793 k
0.726 k
:1
.......... ..
ec,-, -,f
�`=Its
zq
LAL�
m
FootingNall
Lic #:.KW-06011763m Design '&Constructionlnc:,zKW-0601176:
Description : WF-16(More Bearing)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
2.0 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface =
1.0ft
Min Steel % Bending Reinf. =
Allow. Pressure Increase per foot of depth
0.0 ksf
Min Allow % Temp Reinf. =
0.00180
when base footing is below -
O.Oft
Min. Overturning Safety Factor =
1.0: 1
Increases based on footing Width
Min. Sliding Safety Factor =
1.0 : 1
Allow. Pressure Increase per foot of width =
0.0 ksf
AutoCalc Footing Weight as DL
Yes
when footing is wider than =
O.Oft
Adjusted Allowable Bearing Pressure =
2.0 ksf
Dimensions
Reinforcing_
Footing Width = 1.330 ft
Footing Thickness = 12.0 in Bars along X-X Axis
Wall Thickness = 8.0 in
Rebar Centerline
to Edge of Concrete... # of Bars in 12" Width
1
Wall center offset
at Bottom
of footing 3.0 in Reinforcing Bar Size =
# 5
from center of footing = 0 in
e•
I�
•
b
•:. J
Applied Loads
D
Lr
L
S
W
E
H
P : Column Load =
1.432
0.720
0.0
0.0
-1.60
0.0
0.0 k
OB : Overburden =
0.160
0.0
0.0
0.0
0.0
0.0
0.0 ksf
V-x =
0.0
0.0
0.0
0.0
0.0
0.0
0.0 k
M-zz =
0.0
0.0
0.0
0.0
0.0
0.0
0.0 k-ft
Vx applied =
0.0 in
above top of footing
..
.
..
... . . . .
.. . . . . ...
... .. . .
. ..
.
. ..
. ...
. ...
...
.
.
.
. ..
. .
.
. .
. .
..
.
..
. .
. .
...
.
. . .
...
.
.
.
.
. . . .
.
. .
.
.
..
.. . .
.
..
..
83
Wall Footing
Description : WF-16(More Bearing)
DESIGN SUMMARY
Factor of Safety Item
9- .
Applied Capacity Governing Load Combination
PASS n/a Overturning - Z-Z 0.0 k-ft
PASS n/a Sliding - X-X 0.0 k
PASS 1.082 Uplift -0.960 k
Utilization Ratio Item
PASS
0.9214
Soil Bearing
PASS
0.01289
Z Flexure (+X)
PASS
0.004657
Z Flexure (-X)
PASS
n/a
1-way Shear (+X)
PASS
0.0
1-way Shear (-X)
Detailed Results
Applied
1.843 ksf
0.1564 k-ft
0.05649 k-ft
0.0 psi
0.0 psi
0.0 k-ft No Overturning
0.0 k No Sliding
1.039 k +0.60D+0.60W+0.60H
Capacity
Governing Load Combination
2.0 ksf
+D+Lr+H
12.131 k-ft
+1.20D+0.50Lr+0.50L-
12.131 k-ft
+0.90D+E+0.90H
82.158 psi
n/a
0.0 psi
n/a
Soil Bearing
Rotation Axis & Actual Soil Bearing Stress Actual / Allowable
Load Combination... Gross Allowable Xecc -X +X Ratio
+D+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+D+L+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+D+Lr+H
2.0 ksf
0.0 in
1.843 ksf
1.843 ksf
0.921
+D+S+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+D+0.750Lr+0.750L+H
2.0 ksf
0.0 in
1.708 ksf
1.708 ksf
0.854
+D+0.750L+0.750S+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+D+0.60W+H
2.0 ksf
0.0 in
0.5797 ksf
0.5797 ksf
0.290
+D+0.70E+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+D+0.750Lr+0.750L+0.450W+H
2.0 ksf
0.0 in
1.166 ksf
1.166 ksf
0.583
+D+0.750L+0.750S+0.450W+H
2.0 ksf
0.0 in
0.7601 ksf
0.7601 ksf
0.380
+D+0.750L+0.750S+0.5250E+H
2.0 ksf
0.0 in
1.301 ksf
1.301 ksf
0.651
+0.60D+0.60W+0.60H
2.0 ksf
0.0 in
0.05909 ksf
0.05909 ksf
0.030
,
, +0.60D+0.70E+0.60H
2.0 ksf
0.0 in
0.7809 ksf
0.7809 ksf
0.390
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Footing Flexure
Mu Which tension @ Bot As Req'd
Gvrn. As
Actual As
'hi*Mr
lexure Axis & Load Combinatio
k-ft Side ? or Top ?
in^2
in12
in12
k-ft Status
+1.40D+1.60H
0.08788
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.40D+1.60H
0.08788
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+1.60L+1.60H
0.09021
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+0.50Lr+1.60L+1.60H
0.09021
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60L+0.50S+1.60H
0.07532
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,
+1.20D+1.60L+0.50S+1.60H
0.07532
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50L+1.60H
0.123
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50L+1.60H
0.123
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50W+1.60H
0.08987
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
+1.20D+1.60Lr+0.50W+1.60H
0.08987
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,
+1.20D+1.60Lr-0.50W+1.60H
0.156
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,
+1.20D+1.60Lr-0.50W+1.60H
0.156
+X
Bottom
0.2592
Min Tgmp °
0.31
•.0.31
12.131
OK
,
+1.20D+0.50L+1.60S+1.60H
0.07532
-X
Bottom
0.2592
Min Temp %:
:
. : .
• •
12.131
OK
,
+1.20D+0.50L+1.60S+1.60H
0.07532
+X
Bottom
0.2592
Min Tgmp Ok:
•;
; P L; •
•
12.131
OK
+1.20D+1.60S+0.50W+1.60H
0.04225
-X
Bottom
0.2592
Min Te�ip %•
•
• 40. {.
.
12.131
OK
- +1.20D+1.60S+0.50W+1.60H
0.04225
+X
Bottom
0.2592
Min T9mp'G76'
"
' 0.31 ' '
•
12.131
OK
+1.20D+1.60S-0.50W+1.60H
0.1084
-X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,
+1.20D+1.60S-0.50W+1.60H
0.1084
+X
Bottom
0.2592
Min Temp %
0.31
12.131
OK
,
+1.20D+0.50Lr+0.50L+W+1.60H).02406
-X
Bottom
0.2592
f4rl Ter*'%
•' •
•; 10.31 •':
•
• ]2.131
12.131
OK
+1.20D+0.50Lr+0.50L+W+1.60H).02406
+X
Bottom
0.2592
Min Temp %
•
• 0.31
.
OK
+1.20D+0.50Lr+0.50L-W+1.60H 0.1564
-X
Bottom
0.2592
Mari Ted %'
':
:.0.31 ;
;
:2.131
OK
- +1.20D+0.50Lr+0.50L-W+1.60H 0.1564
+X
Bottom
0.2592
Mirt Terrfp %
• •
• 0.31
•12.131
OK
+1.20D+0.50L+0.50S+W+1.608.009171
-X
Bottom
0.2592
Min Temp %
... .
. .
0.31
. ... .
.
12.131
OK
. . .
. ..
. .
.. .
. . . .
. . ..
.
..
84
FootingWall
Lie. # : KW-06011763 Licensee;: TArch-Deco_Design &,Constructionlnc: KW-06011761
Description : WF-16(More Bearing)
+1.20D+0.50L+0.50S+W+1.6013.009171 +X Bottom
+1.20D+0.50L+0.50S-W+1.60H 0.1415 -X Bottom
0.2592 Min Temp % 0.31 12.131 OK
0.2592 Min Temp % 0.31 12.131 OK
.. ... . . . . . ..
. .. . . . . ... .
.. ... .. . . . ..
. ... . ... ... .
. . . .. . . . . .
. . . • . .. 000 . .
... . . . . ... . .
. . . . . . . . . .
. .. .. . . . .. ..
... . . . ... . .
85
FootingWall
Lic. #<FKW-06011763 psi �` � b Licensee:Atch-Dean Design & Construction lnc;iKW-06011763.
Description : WF-16(More Bearing)
Footing Flexure
lexure Axis & Load Combinatio
Mu Which tension @ Bot As Req'd Gvrn. As
k-ft Side ? or Top ? inA2 inA2
Actual As
inA2
'hi*Mr
k-ft
Status
, +1.20D+0.50L+0.50S-W+1.60H
0.1415
+X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +1.20D+0.50L+0.20S+E+1.60H
0.07532
-X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +1.20D+0.50L+0.20S+E+1.60H
0.07532
+X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +0.90D+W+0.90H 0.009659
-X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
+0.90D+W+0.90H 0.009659
+X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +0.90D-W+0.90H
0.1226
-X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +0.90D-W+0.90H
0.1226
+X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +0.90D+E+0.90H
0.05649
-X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
, +0.90D+E+0.90H
0.05649
+X
Bottom
0.2592 Min Temp %
0.31
12.131
OK
One Way Shear
Units : k
Load Combination... Vu @ -X Vu
@ +X
Vu:Max Phi Vn
Vu / Phi*Vn
Status
+1.40D+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50Lr+1.60L+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60L+0.50S+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60Lr+0.50L+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60Lr+0.50W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60Lr-0.50W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50L+1.60S+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60S+0.50W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+1.60S-0.50W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50Lr+0.50L+W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50Lr+0.50L-W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50L+0.50S+W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50L+0.50S-W+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+1.20D+0.50L+0.20S+E+1.60H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+0.90D+W+0.90H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+0.90D-W+0.90H
0 psi
0 psi
0 psi 82.158 psi
0
OK
+0.90D+E+0.90H
0 psi
0 psi
0 psi 82.158 psi
0
OK
•
• •
. •
. . ...
.
.
. .
..
. .
.
. .
.
.
..
.
..
. .
. .
••..
....•..
.
.
. •
• .
• •
• .
.
.
..
.. •
. .
..
..
86
General Footing
Description : F-30(More
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
fc : Concrete 28 day strength
= 3.0 ksi
fy : Rebar Yield
= 60.0 ksi
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Concrete Density
= 150.0 pcf
(P Values Flexure
= 0.90
Soil Design Values
Allowable Soil Bead = 2.0 ksf
Increase Bearing By Footing Weight = No
Soil Passive Resistance (for Sliding) = 250.0 pcf
Soil/Concrete Friction Coeff. = 0.30
Shear - 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 2.0 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf
Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears Yes = ksf
Add Pedestal Wt for Soil Pressure No when max. length or width is greater than
= ft
Use Pedestal wt for stability, mom & shear No
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft Z
Footing Thickness = 12.0 in
Pedestal dimensions... x _x
px : parallel to X-X Axis = 8 in ►°
pz : parallel to Z-Z Axis = 12.0 in t
Height 12.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in -
s`
Reinforcing I r--
Bars parallel to X-X Axis
Number of Bars = 4.0
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 4.0 -
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separatio n/a
# Bars required within zone n/a =_.<•_ 1�....
# Bars required on each side of zone n/a .. ... . . . . . ..
Applied Loads • • •
D Lr L S..• •.• ;E: ..• H
P : Column Load = 11.340 0.990 -2.20 k
OB : Overburden = 0.160 ksf
M-xx = . . . . . k ft
V-x = . .. . . k
V-z = k
... . . . . ... . .
. . . . . . . . . .
. .. .. . . . .. ..
... . .... 87
FootingGeneral
�Lic. Licensee,__Arch-Deco'Desigm&Construction Inc7KW-0601170
- Description : F-30(More Bearing)
DESIGN SUMMARY
' Min. Ratio Item
Applied
Capacity
- • •
Governing Load Combination
PASS
0.8850
Soil Bearing
1.770 ksf
2.0 ksf
+D+Lr+H about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
6.791
Uplift
-1.320 k
8.964 k
+0.60D+0.60W+0.60H
PASS
0.07609
Z Flexure (+X)
1.216 k-ft/ft
15.986 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.07609
Z Flexure (-X)
1.216 k-ft/ft
15.986 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.05590
X Flexure (+Z)
0.8936 k-ft/ft
15.986 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.05590
X Flexure (-Z)
0.8936 k-ft/ft
15.986 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.08461
1-way Shear (+X)
6.951 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.08461
1-way Shear (-X)
6.951 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.04835
1-way Shear (+Z)
3.972 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.04835
1-way Shear (-Z)
3.972 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS
0.1033
2-way Punching
16.971 psi
164.317 psi
+1.20D+0.50Lr+0.50L-W+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual / Allow
Load Combination... Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X
Right, +X
Ratio
X-X, +D+H
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +D+L+H
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +D+Lr+H
2.0
n/a
0.0
1.770 1.770
n/a
n/a
0.885
X-X, +D+S+H
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +D+0.750Lr+0.750L+H
2.0
n/a
0.0
1.743 1.743
n/a
n/a
0.872
X-X, +D+0.750L+0.750S+H
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +D+0.60W+H
2.0
n/a
0.0
1.513 1.513
n/a
n/a
0.757
X-X, +D+0.70E+H
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +D+0.750Lr+0.750L+0.450\A
2.0
n/a
0.0
1.633 1.633
n/a
n/a
0.817
X-X, +D+0.750L+0.750S+0.450W
2.0
n/a
0.0
1.550 1.550
n/a
n/a
0.775
X-X, +D+0.750L+0.750S+0.5250E
2.0
n/a
0.0
1.660 1.660
n/a
n/a
0.830
X-X, +0.60D+0.60W+0.60H
2.0
n/a
0.0
0.8493 0.8493
n/a
n/a
0.425
X-X, +0.60D+0.70E+0.60H
2.0
n/a
0.0
0.9960 0.9960
n/a
n/a
0.498
Z-Z, +D+H
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +D+L+H
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +D+Lr+H
2.0
0.0
n/a
n/a n/a
1.770
1.770
0.885
Z-Z, +D+S+H
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +D+0.750Lr+0.750L+H
2.0
0.0
n/a
n/a n/a
1.743
1.743
0.872
Z-Z, +D+0.750L+0.750S+H
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +D+0.60W+H
2.0
0.0
n/a
n/a n/a
1.513
1.513
0.757
Z-Z, +D+0.70E+H
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +D+0.750Lr+0.750L+0.450\A
2.0
0.0
n/a
n/a n/a
1.633
1.633
0.817
Z-Z, +D+0.750L+0.750S+0.450W
2.0
0.0
n/a
n/a n/a
1.550
1.550
0.775
Z-Z, +D+0.750L+0.750S+0.5250E
2.0
0.0
n/a
n/a n/a
1.660
1.660
0.830
Z-Z, +0.60D+0.60W+0.60H
2.0
0.0
n/a
n/a n/a
0.8493
0.8493
0.425
Z-Z, +0.60D+0.70E+0.60H
2.0
0.0
n/a
n/a n/a
0.9960
0.9960
0.498
Footing Flexure
Flexure Axis & Load Combination
Mu
k-ft
Side
Tension
Surface
As Req'd Gvrn. As
inA2 inAZ • • • • •
Actual As Phi*Mn
• in•2 • • • k�fT
Status
X-X, +1.40D+1.60H
0.8679
+Z
Bottom
0.2592 Min Terrp• % •
•Q• 4138
• 19.986
OK
X-X, +1.40D+1.60H
0.8679
-Z
Bottom
0.2592 Min Tecap °/v•.
.G.4i3�
. . �5�86
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F
0.7714
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50Lr+1.60L+1.601
0.7714
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60L+0.50S+1.60H
0.7439
+Z
Bottom
0.2592 Min Temp 1a
.0.4j n
.. J 5.9&
OK
X-X, +1.20D+1.60L+0.50S+1.60H
0.7439
-Z
Bottom
0.2592 Min•TE:np °
41 3
45986
OK
X-X, +1.20D+1.60Lr+0.50L+1.60F
0.8319
+Z
Bottom
0.2592 Min*T.emp o •
•. .41 3
. . • 15;38$
OK
X-X, +1.20D+1.60Lr+0.50L+1.60F
0.8319
-Z
Bottom
0.2592 Min•T;Ofip
�•6.41JS
•,95!9$6
OK
- X-X, +1.20D+1.60Lr+0.50W+1.60
0.7708
+Z
Bottom
S°•
0.2592 Min Temp /0
0.41 3
15.986
OK
X-X, +1.20D+1.60Lr+0.50W+1.60
0.7708
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
... •
• • . •.•
. •
88
General Footing
Description : F-30(More Bearing)
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
inA2 inA2
inA2
k-ft
X-X, +1.20D+1.60Lr-0.50W+1.601 0.8930
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60Lr-0.50W+1.601 0.8930
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.7439
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.7439
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60S+0.50W+1.601 0.6828
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60S+0.50W+1.601 0.6828
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60S-0.50W+1.60F 0.8050
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+1.60S-0.50W+1.60F 0.8050
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.6492
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.6492
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.i 0.8936
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.1 0.8936
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+0.50S+W+1.i 0.6217
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+0.50S+W+1.i 0.6217
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 0.8661
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 0.8661
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+020S+E+1.6 0.7439
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.7439
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D+W+0.90H 0.4357
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D+W+0.90H 0.4357
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D-W+0.90H 0.6802
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D-W+0.90H 0.6802
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D+E+0.90H 0.5579
+Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
X-X, +0.90D+E+0.90H 0.5579
-Z
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.40D+1.60H 1.181
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.40D+1.60H 1.181
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 1.050
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 1.050
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 1.013
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 1.013
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.132
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.132
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 1.049
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 1.049
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.216
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.216
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 1.013
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 1.013
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60S+0.50W+1.601 0.9295
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60S+0.50W+1.601 0.9295
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 1.096
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 1.096
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.8837
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.8837
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.f 1.216
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.E 1.216
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.1 0.8463
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.f 0.8463
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+0.50S-W+1.6 1.179
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +120D+0.50L+0.50S-W+1.6 1.179
+X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 1.013
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
- Z-Z, +1.20D+0.50L+0.20S+E+1.6 1.013
+X
Bottom
0.2592 Min Ten1R °'y
% •:
41 3
�.4.1 a :
15.986
:
OK
OK
Z-Z, +0.90D+W+0.90H 0.5931
-X
Bottom
0.2592 Min Tamp
Jt*986
Z-Z, +0.90D+W+0.90H 0.5931
+X
Bottom
0.2592 Min Te%p % •;
4; 3gg ; �;
�.443$
41 .986
OK
Z-Z, +0.90D-W+0.90H 0.9259
-X
Bottom
0.2592 Min Tempt % •
• •
• 1L-986
OK
• Z-Z, +0.90D-W+0.90H 0.9259
+X
Bottom
0.2592 Min TerAp %••
•0.4133 '
' It.986
OK
Z-Z, +0.90D+E+0.90H 0.7595
-X
Bottom
0.2592 Min Temp %
0.4133
15.986
OK
Z-Z, +0.90D+E+0.90H 0.7595
+X
Bottom
0.2592 Min Temp %�
0.4133
15.986
OK
:•
FootingGeneral
Lic # : KW-06011763v l n c� :e i ? :rx neaz x s .Licensee,:'Arch-Deco Design,& Construction lnc:4KW-06011763
Description : F-30(B-9)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
7
Load Combinations Used: ASCE 7-10
General Information
Material Properties
fc : Concrete 28 day strength =
3.0 ksi
fy : Rebar Yield =
60.0 ksi
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Concrete Density =
150.0 pcf
Values Flexure =
_
0.90
Soil Design Values
Allowable Soil Beari = 2.0 ksf
Increase Bearing By Footing Weight = No
Soil Passive Resistance (for Sliding) = 250.0 pcf
Soil/Concrete Friction Coeff. = 0.30
Shear - V. 50 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 2.0 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf
Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears Yes = 0.0 ksf
Add Pedestal Wt for Soil Pressure No when max. length or width is greater than
- 0.0 ft
Use Pedestal wt for stability, mom & shear No
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft Z
Footing Thickness = 12.0 in
Pedestal dimensions...
px : parallel to X-X Axis = 8.0 in
pz : parallel to Z-Z Axis = 16.0 in
Height 12.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
io
Reinforcing __
Bars parallel to X-X Axis
Number of Bars = 5.0
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis - -
Number of Bars = 5.0
Reinforcing Bar Size = # 5 '
Bandwidth Distribution Check (ACI 15.4.4.2) "` $
Direction Requiring Closer Separatio n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a • • • •. • • • . • •.
Applied Loads ' •• • • • •
_ D Lr L S••' ••i 04: �•� i b: ••� H
P : Column Load = 9.490 3.250 0.0 0.0 -7.250 0.0 0.0 k
OB : Overburden = 0.050 0.0 0.0 0.0 0.0 0.0 0.030 ksf
• _........• r0 �_ WOW ... .�....... _.... _
e
M-xx = 0.0 0.0 0.0 • 040 • a • 68• . • 0.0 k-ft
M-zz = 0.0 0.0 0.0 D*0 ; . %Q ; . Q.r, ; ; 0.0 k-ft
V-x = - 0.0 0.0 0.0 •0 0 ..._.._• .CLQ : • ...... Q.G•.......• • • .. 0 0 k
V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
• • . . • • • •
••• • • • ••• • •
General Footing
Description : F-30(13-9)
DESIGN SUMMARY
•
' Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8685
Soil Bearing
1.737 ksf
2.0 ksf
+D+Lr+H about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS 1.708
Uplift
-4.350 k
7.429 k
+0.60D+0.60W+0.60H
PASS 0.07677
Z Flexure (+X)
1.516 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.07677
Z Flexure (-X)
1.516 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.03917
X Flexure (+Z)
0.7735 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.03917
X Flexure (-Z)
0.7735 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.1054
1-way Shear (+X)
8.663 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.1054
1-way Shear (-X)
8.663 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.02260
1-way Shear (+Z)
1.856 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.02260
1-way Shear (-Z)
1.856 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.1072
2-way Punching
17.610 psi
164.317 psi
+1.20D+0.50Lr+0.50L-W+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location Actual / Allow
Load Combination...
Gross Allowable
(in) Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, +D+H
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +D+L+H
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +D+Lr+H
2.0
n/a 0.0
1.737
1.737
n/a n/a
0.869
X-X, +D+S+H
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +D+0.750Lr+0.750L+H
2.0
n/a 0.0
1.647
1.647
n/a n/a
0.824
X-X, +D+0.750L+0.750S+H
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +D+0.60W+H
2.0
n/a 0.0
0.8923
0.8923
n/a n/a
0.446
X-X, +D+0.70E+H
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +D+0.750Lr+0.750L+0.45MA
2.0
n/a 0.0
1.284
1.284
n/a n/a
0.642
X-X, +D+0.750L+0.750S+0.450W
2.0
n/a 0.0
1.013
1.013
n/a n/a
0.507
X-X, +D+0.750L+0.750S+0.5250E
2.0
n/a 0.0
1.376
1.376
n/a n/a
0.688
X-X, +0.60D+0.60W+0.60H
2.0
n/a 0.0
0.3421
0.3421
n/a n/a
0.171
X-X, +0.60D+0.70E+0.60H
2.0
n/a 0.0
0.8254
0.8254
n/a n/a
0.413
Z-Z, +D+H
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +D+L+H
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +D+Lr+H
2.0
0.0 n/a
n/a
n/a
1.737 1.737
0.869
Z-Z, +D+S+H
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +D+0.750Lr+0.750L+H
2.0
0.0 n/a
n/a
n/a
1.647 1.647
0.824
Z-Z, +D+0.750L+0.750S+H
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +D+0.60W+H
2.0
0.0 n/a
n/a
n/a
0.8923 0.8923
0.446
Z-Z, +D+0.70E+H
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +D+0.750Lr+0.750L+0.450"
2.0
0.0 n/a
n/a
n/a
1.284 1.284
0.642
Z-Z, +D+0.750L+0.750S+0.450W 2.0
0.0 n/a
n/a
n/a
1.013 1.013
0.507
Z-Z, +D+0.750L+0.750S+0.5250E
2.0
0.0 n/a
n/a
n/a
1.376 1.376
0.688
Z-Z, +0.60D+0.60W+0.60H
2.0
0.0 n/a
n/a
n/a
0.3421 0.3421
0.171
Z-Z, +0.60D+0.70E+0.60H
2.0
0.0 n/a
n/a
n/a
0.8254 0.8254
0.413
Footinq Flexure
Flexure Axis & Load Combination Mu
k-ft
Side
Tension
Surface
As Req'd Gvrn. As
inA2 inAZ • • 000
Actual As
0 42 •
Phi`Mn
Status
X-X, +1.40D+1.60H 0.5032
+Z
Bottom
0.2592 Min TerAq % • •
• • •�1t
• Q ff • • • 16.747
OK
X-X, +1.40D+1.60H 0.5032
-Z
Bottom
0.2592 Min Tenap 1/6
••0 :
: JP*747
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4938
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4938
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.4311
+Z
Bottom
0.2592 Min T.emp,/q
.0.51C)Z
00 j9.7047
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.4311
-Z
Bottom
0.2592 Min'TEVp fo
Q 5167
OK
X-X, +1.20D+1.60Lr+0.50L+1.60F 0.6317
+Z
Bottom
0.2592 Min•Tiemp Y�o •
• D.547 •
•�9l74�'
• 19:4
OK
- X-X, +1.20D+1.60Lr+0.50L+1.60F 0.6317
-Z
Bottom
0.2592 Min`;&p E_
• • 0.51tf
• 019-749
19.7
OK
X-X, +1.20D+1.60Lr+0.50W+1.60 0.4919
+Z
Bottom
0.2592 Min Temp /6
0.51 7
OK
X-X, +1.20D+1.60Lr+0.50W+1.60 0.4919
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
••• •
• • • •••
• •
• • •
• • • •
• • •
• •• •• • • •
••• • • • •••
•• ••
• •
91
FootingGeneral
Lic # : KW-06011763 Design &.Construction Inc KW-06011753
Description : F-30(B-9)
Footing Flexure
• Flexure Axis 8 Load Combination Mu
k-ft
Side
Tension
Surface
As Req'd Gvrn. As
in12 in12
Actual As
inA2
X-X, +1.20D+1.60Lr-0.50W+1.601 0.7715
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+1.60Lr-0.50W+1.601 0.7715
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+1.60S+1.60H 0.4311
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+1.60S+1.60H 0.4311
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+1.60S+0.50W+1.601 0.2912
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+1.60S+0.50W+1.601 0.2912
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+1.60S-0.50W+1.60F 0.5709
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+1.60S-0.50W+1.60F 0.5709
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.2141
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.2141
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50Lr+0.50L-W+1.( 0.7735
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50Lr+0.50L-W+1.i 0.7735
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+0.50S+W+1.i 0.1514
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+0.50S+W+1.i 0.1514
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+0.50S-W+1.E 0.7108
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +120D+0.50L+0.50S-W+1.E 0.7108
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+0.20S+E+1.6 0.4311
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +1.20D+0.50L+0.20S+E+1.6 0.4311
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D+W+0.90H 0.04394
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D+W+0.90H 0.04394
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D-W+0.90H 0.6033
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D-W+0.90H 0.6033
-Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D+E+0.90H 0.3236
+Z
Bottom
0.2592 Min Temp %
0.5167
X-X, +0.90D+E+0.90H 0.3236
-Z
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.40D+1.60H 0.9864
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.40D+1.60H 0.9864
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.9679
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.9679
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.8450
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.8450
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.238
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.238
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.9641
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.9641
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.512
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.512
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.8450
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.8450
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60S+0.50W+1.601 0.5709
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60S+0.50W+1.601 0.5709
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+1.60S-0.50W+1.60F 1.119
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +120D+1.60S-0.50W+1.60F 1.119
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.4196
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.4196
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+0.50L-W+1.( 1.516
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50Lr+0.50L-W+1.( 1.516
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+0.50S+W+1.( 0.2968
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+0.50S+W+1.( 0.2968
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+0.50S-W+1.6 1.393
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+0.50S-W+1.6 1.393
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.8450
-X
Bottom
0.2592 Min Temp %
0.5167
- Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.8450
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +0.90D+W+0.90H 0.08613
-X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +0.90D+W+0.90H 0.08613
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +0.90D-W+0.90H 1.183
-X
Bottom
0.2592 Min Temp %
0.5167
• Z-Z, +0.90D-W+0.90H 1.183
+X
Bottom
0.2592 Min Temp %
0.5167
Z-Z, +0.90D+E+0.90H 0.6343
-X
Bottom
0.2592 Min Temp %
0.5167
• Z-Z, +0.90D+E+0.90H 0.6343
+X
Bottom
0.2592 Min Temp %
0.5167
•
•
••
Phi*Mn
k-ft
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
19.747
• 1 J:�47:
19 -P47 •
19'747 • •
19.747
19.747
• a •
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
pK
bK
• •
Alt
OK •
OK
OK
FootingGeneral
Lic. #,: KW-06011763 -. - p Licenseew Arch -Deco Design &;Construction lnc. KW-0601.1763
Description : F-30(G-1)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
fc : Concrete 28 day strength =
3.0 ksi
fy : Rebar Yield =
60.0 ksi
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Concrete Density =
150.0 pcf
cp Values Flexure =
0.90
Soil Design Values
Allowable Soil Bead = 2.0 ksf
Increase Bearing By Footing Weight = No
Soil Passive Resistance (for Sliding) = 250.0 pcf
Soil/Concrete Friction Coeff. = 0.30
Shear — 0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
2.0 ft
Min Steel % Bending Reinf. =
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf. = 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor =
1.0 : 1
Min. Sliding Safety Factor =
1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
when max. length or width is greater than
ksf
Add Pedestal Wt for Soil Pressure
No
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft
Z
Footing Thickness = 12.0 in
Pedestal dimensions...
' px : parallel to X-X Axis =
8.0 in
pz : parallel to Z-Z Axis =
16.0 in
Height —
12.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars =
5.0
Reinforcing Bar Size =
# 5
Bars parallel to Z-Z Axis
Number of Bars =
5.0
Reinforcing Bar Size =
# 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separatio
n/a
# Bars required within zone
n/a
' # Bars required on each side of zone
n/a
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
D Lr L
4.330 3.240
0.050
.................. _..... ...... ............. ...................
..................
S
.. .. • • . . • . ..
-7.220 k
0.030 ksf
. • hft •
k
. • . . • • • • • • • .
• • ••• • •
. • . • • • . . 0 •
General Footing
Description : F-30(G-1)
DESIGN SUMMARY
•
' Min. Ratio Item
Applied
Capacity
Governing Load Combination
PASS 0.5810 Soil Bearing
1.162 ksf
2.0 ksf
+D+Lr+H about Z-Z axis
PASS n/a Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS 1.0 Uplift
-4.332 k
4.333 k
+0.60D+0.60W+0.60H
PASS 0.05293 Z Flexure (+X)
1.045 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.05293 Z Flexure (-X)
1.045 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.0270 X Flexure (+Z)
0.5332 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.0270 X Flexure (-Z)
0.5332 k-ft/ft
19.747 k-ft/ft
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.07270 1-way Shear (+X)
5.973 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.07270 1-way Shear (-X)
5.973 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.01558 1-way Shear (+Z)
1.280 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.01558 1-way Shear (-Z)
1.280 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.07389 2-way Punching
12.141 psi
164.317 psi
+1.20D+0.50Lr+0.50L-W+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location Actual / Allow
Load Combination... Gross Allowable
(in) Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, +D+H 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +D+L+H 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +D+Lr+H 2.0
n/a 0.0
1.162
1.162
n/a n/a
0.581
X-X, +D+S+H 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +D+0.750Lr+0.750L+H 2.0
n/a 0.0
1.072
1.072
n/a n/a
0.536
X-X, +D+0.750L+0.750S+H 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +D+0.60W+H 2.0
n/a 0.0
0.3210
0.3210
n/a n/a
0.161
X-X, +D+0.70E+H 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +D+0.750Lr+0.750L+0.450 A 2.0
n/a 0.0
0.7113
0.7113
n/a n/a
0.356
X-X, +D+0.750L+0.750S+0.450W 2.0
n/a 0.0
0.4413
0,4413
n/a n/a
0.221
X-X, +D+0.750L+0.750S+0.5250E 2.0
n/a 0.0
0.8023
0.8023
n/a n/a
0.401
X-X, +0.60D+0.60W+0.60H 2.0
n/a 0.0
.0000740
.0000740
n/a n/a
0.000
X-X, +0.60D+0.70E+0.60H 2.0
n/a 0.0
0.4814
0.4814
n/a n/a
0.241
Z-Z, +D+H 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +D+L+H 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +D+Lr+H 2.0
0.0 n/a
n/a
n/a
1.162 1.162
0.581
Z-Z, +D+S+H 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +D+0.750Lr+0.750L+H 2.0
0.0 n/a
n/a
n/a
1.072 1.072
0.536
Z-Z, +D+0.750L+0.750S+H 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +D+0.60W+H 2.0
0.0 n/a
n/a
n/a
0.3210 0.3210
0.161
Z-Z, +D+0.70E+H 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +D+0.750Lr+0.750L+0.450" 2.0
0.0 n/a
n/a
n/a
0.7113 0.7113
0.356
Z-Z, +D+0.750L+0.750S+0.450W 2.0
0.0 n/a
n/a
n/a
0.4413 0.4413
0.221
Z-Z, +D+0.750L+0.750S+0.5250E 2.0
0.0 n/a
n/a
n/a
0.8023 0.8023
0.401
Z-Z, +0.60D+0.60W+0.60H 2.0
0.0 n/a
n/a
n/a .0000740
.0000740
0.000
Z-Z, +0.60D+0.70E+0.60H 2.0
0.0 n/a
n/a
n/a
0.4814 0.4814
0.241
Footing Flexure
Flexure Axis & Load Combination Mu Side
Tension As Req'd
Gvm. As Actual As hi*Mn
Status
k-ft
Surface
in 2
in 2
in 2 • " • •
•:
•
• •
X-X, +1.40D+1.60H 0.2245
+Z
Bottom
0.2592 Min Temp %
0.5167 •• 19i-476%
::Da-:
••
r X-X, +1.40D+1.60H 0.2245
-Z
Bottom
0.2592 Min Temp %
0.5167 . • • 1.%147.;
• • •OQ ;
• • •
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.2547
+Z
Bottom
0.2592 Min Temp %
0.5167 19.747
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.2547
-Z
Bottom
0.2592 Min Temp %
0.5167 19.747
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.1922
+Z
Bottom
0.2592 Min Temp %
0.5167 . 0.19.747.
• •.OK • •
• •
X-X, +1.20D+1.60L+0.50S+1.60H 0.1922
-Z
Bottom
0.2592 Min Temp %
0.516T •19.74-b •
• OK
•
X-X, +1.20D+1.60Lr+0.50L+1.601 0.3922
+Z
Bottom
0.2592 Min Temp %
0.5167•. :19.Z47.;
; OK .'
X-X, +1.20D+1.60Lr+0.50L+1.60F 0.3922
-Z
Bottom
0.2592 Min Temp %
0.516T. • :f9.747
9.0K • •
• • . •
X-X, +1.20D+1.60Lr+0.50W+1.60 0.2529
+Z
Bottom
0.2592 Min
Temp %
0.5167 19.741
OK
X-X, +120D+1.60Lr+0.50W+1.60 0.2529
-Z
Bottom
0.2592 Min Temp %
0.5167 19.747
.•. . . •
OK
. ••. .
.
• . • • •
. .. •. .
• . .
• . ••
. .
•.
94
General Footing
Description : F-30(G-1)
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
inA2 in12
inA2
k-ft
X-X, +1.20D+1.60Lr-0.50W+1.601 0.5315
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X,X, +1.20D+1.60Lr-0.50W+1.601 0.5315
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.1922
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.1922
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+1.60S+0.50W+1.6010.05295
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+1.60S+0.50W+1.6010.05295
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+1.60S-0.50W+1.60F 0.3315
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+1.60S-0.50W+1.60F 0.3315
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50Lr+0.50L+W+1.0.02382
+Z
Top
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50Lr+0.50L+W+1.0.02382
-Z
Top
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.1 0.5332
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.1 0.5332
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.50S+W+1.iO.08631
+Z
Top
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.50S+W+1.b.08631
-Z
Top
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 0.4708
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 0.4708
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.1922
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.1922
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +0.90D+W+0.90H 0.1341
+Z
Top
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +0.90D+W+0.90H 0.1341
-Z
Top
0.2592 Min Temp %
0.5167
19,747
OK
X-X, +0.90D-W+0.90H 0.4230
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +0.90D-W+0.90H 0.4230
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +0.90D+E+0.90H 0.1445
+Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
X-X, +0.90D+E+0.90H 0.1445
-Z
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.40D+1.60H 0.4401
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.40D+1.60H 0.4401
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4993
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.4993
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3768
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3768
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 0.7688
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 0.7688
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.4958
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.4958
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.042
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.042
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3768
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3768
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60S+0.50W+1.601 0.1038
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60S+0.50W+1.601 0.1038
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 0.6497
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 0.6497
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.0.04668
-X
Top
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1.0.04668
+X
Top
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.E 1.045
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.f 1.045
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.E 0.1692
-X
Top
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.( 0.1692
+X
Top
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.50S-W+1.6 0.9227
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.50S-W+1.6 0.9227
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.3768
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.3768
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +0.90D+W+0.90H 0.2628
-X
Top
0.2592 Min Temp %
0.5167
• • • A".4 ; ;
• • A►S • • -
Z-Z, +0.90D+W+0.90H 0.2628
+X
Top
0.2592 Min Temp %
0.5167
• • 19 X7 • o
16%7:
o 01E •: so
i)ti
Z-Z, +0.90D-W+0.90H 0.8291
-X
Bottom
0.2592 Min Temp %
0.5167
• •
••
Z-Z, +0.90D-W+0.90H 0.8291
+X
Bottom
0.2592 Min Temp %
0.5167
" 1y'W47 ••
• OR • ••
Z-Z, +0.90D+E+0.90H 0.2832
-X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
Z-Z, +0.90D+E+0.90H 0.2832
+X
Bottom
0.2592 Min Temp %
0.5167
19.747
OK
•
.
••. .
• •
Or .•.
• •
.
• .• •
•• . • •
•..
•
•
• •
..•
•
•
•
.
. •
. •
•
.
• •
•
•.
•.
• .
.
••
.•
J
General Footing
Description : F-40(HSS-2)
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
fc : Concrete 28 day strength =
3.0 ksi
fy : Rebar Yield =
60.0 ksi
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Concrete Density =
150.0 pcf
(P Values Flexure =
0.90
Soil Design Values
Allowable Soil Bead = 2.0 ksf
Increase Bearing By Footing Weight = No
Soil Passive Resistance (for Sliding) = 250.0 pcf
Soil/Concrete Friction Coeff. = 0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
3.0 ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
when max. length or width is greater than
ksf
Add Pedestal Wt for Soil Pressure
No
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 4 ft
Length parallel to Z-Z Axis = 4.0 ft
Footing Thickness = 16.0 in
Pedestal dimensions..
px : parallel to X-X Axis = 4.0 in
pz : parallel to Z-Z Axis = 4.0 in
Height 12.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcin
Bars parallel to X-X Axis
Number of Bars =
5.0
Reinforcing Bar Size =
# 5
Bars parallel to Z-Z Axis
Number of Bars =
5.0
Reinforcing Bar Size =
# 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separatio
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
D
4.0
0.050
Z
.. •..
. • . .
.
•.
Lr L S W -so ••:
••FI ••• :
:
•••
4.80 -10.70
k
0.0
0.030 ksf
_ .. _.. ........_......... ,. •••. __
•i_it
•••
•
• • •
_•_.... •
• • aft..._•.._..
.
•
Soo
• •
. .
• •
• •
t•
••
k
• •• •• • • •
••
••
Q
General Footing
1
Description : F-40(HSS-2)
DESIGN SUMMARY
0 ' 3
' Min. Ratio Item
Applied
Capacity
Governing Load Combination
PASS 0.5060 Soil Bearing
1.012 ksf
2.0 ksf
+D+Lr+H about Z-Z axis
PASS n/a Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS 1.064 Uplift
-6.420 k
6.830 k
+0.60D+0.60W+0.60H
PASS 0.08526 Z Flexure (+X)
1.876 k-ft/ft
22.006 k-ft/ft +1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.08526 Z Flexure (-X)
1.876 k-ft/ft
22.006 k-ft/ft +1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.08526 X Flexure (+Z)
1.876 k-ft/ft
22.006 k-ft/ft +1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.08526 X Flexure (-Z)
1.876 k-ft/ft
22.006 k-ft/ft +1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.06620 1-way Shear (+X)
5.439 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.06620 1-way Shear (-X)
5.439 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.06620 1-way Shear (+Z)
5.439 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.06620 1-way Shear (-Z)
5.439 psi
82.158 psi
+1.20D+0.50Lr+0.50L-W+1.60H
PASS 0.1070 2-way Punching
17.589 psi
164.317 psi
+1.20D+0.50Lr+0.50L-W+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location Actual / Allow
Load Combination... Gross Allowable
(in) Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, +D+H 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +D+L+H 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +D+Lr+H 2.0
n/a 0.0
1.012
1.012
n/a n/a
0.506
X-X, +D+S+H 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +D+0.750Lr+0.750L+H 2.0
n/a 0.0
0.9365
0.9365
n/a n/a
0.468
X-X, +D+0.750L+0.750S+H 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +D+0.60W+H 2.0
n/a 0.0
0.3103
0.3103
n/a n/a
0.155
X-X, +D+0.70E+H 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +D+0.750Lr+0.750L+0.450V1 2.0
n/a 0.0
0.6356
0.6356
n/a n/a
0.318
X-X, +D+0.750L+0.750S+0.450W 2.0
n/a 0.0
0.4106
0.4106
n/a n/a
0.205
X-X, +D+0.750L+0.750S+0.5250E 2.0
n/a 0.0
0.7115
0.7115
n/a n/a
0.356
X-X, +0.60D+0.60W+0.60H 2.0
n/a 0.0
0.02565
0.02565
n/a n/a
0.013
X-X, +0.60D+0.70E+0.60H 2.0
n/a 0.0
0.4269
0.4269
n/a n/a
0.214
Z-Z, +D+H 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +D+L+H 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +D+Lr+H 2.0
0.0 n/a
n/a
n/a
1.012 1.012
0.506
Z-Z, +D+S+H 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +D+0.750Lr+0.750L+H 2.0
0.0 n/a
n/a
n/a
0.9365 0.9365
0.468
Z-Z, +D+0.750L+0.750S+H 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +D+0.60W+H 2.0
0.0 n/a
n/a
n/a
0.3103 0.3103
0.155
Z-Z, +D+0.70E+H 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +D+0.750Lr+0.750L+0.450" 2.0
0.0 n/a
n/a
n/a
0.6356 0.6356
0.318
Z-Z, +D+0.750L+0.750S+0.450W 2.0
0.0 n/a
n/a
n/a
0.4106 0.4106
0.205
Z-Z, +D+0.750L+0.750S+0.5250E 2.0
0.0 n/a
n/a
n/a
0.7115 0.7115
0.356
Z-Z, +0.60D+0.60W+0.60H 2.0
0.0 n/a
n/a
n/a
0.02565 0.02565
0.013
Z-Z, +0.60D+0.70E+0.60H 2.0
0.0 n/a
n/a
n/a
0.4269 0.4269
0.214
Footing Flexure _
Flexure Axis & Load Combination Mu Side
Tension As Req'd
Gvm. As
Actual As Phi*Mn
Status
k-ft
Surface
in2
in2
•
in A 2 ••R�ft•�•
�•
•
X-X, +1.40D+1.60H 0.5838
+Z
Bottom
0.3456 Min
Temp %
0.3875 • • 22.@06 •:
: :Ok.:
• •
. X-X, +1.40D+1.60H 0.5838
-Z
Bottom
0.3456 Min
Temp %
0.3875 ••• 2a.006.;
•.*ot ;
•
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.7524
+Z
Bottom
0.3456 Min
Temp %
0.3875 22.006
OK
X-X, +1.20D+0.50Lr+1.60L+1.60F 0.7524
-Z
Bottom
0.3456 Min
Temp %
0.3875 22.006
OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.5003
+Z
Bottom
0.3456 Min
Temp %
0.3875 . ..Z2.006.
...OK
X-X, +1.20D+1.60L+0.50S+1.60H 0.5003
-Z
Bottom
0.3456 Min
Temp %
0.3871 22.006
•
OK
• •
•
X-X, +1.20D+1.60Lr+0.50L+1.60F 1.307
+Z
Bottom
0.3456 Min
Temp %
0.387 • •22.006..
. 06 .
• •
X-X, +1.20D+1.60Lr+0.50L+1.60F 1.307
-Z
Bottom
0.3456 Min
Temp %
0.3876 • •22.00 •
�22.00
••OK •
• • •
X-X, +1.20D+1.60Lr+0.50W+1.60 0.7451
+Z
Bottom
0.3456 Min
Temp %
0.3875
• OK •
'
X-X, +1.20D+1.60Lr+0.50W+1.60 0.7451
-Z
Bottom
0.3456 Min
Temp %
0.3875 22.006
OK
• • • • •
• • •
• •
• • • • • •
• • • •
• •
FootingGeneral
jUc7#':iKW-06011763 Licensee-Arch-DecyDesign &'Construction lnc�7KW-0601.1763",
Description : F-40(HSS-2)
Footing Flexure
Flexure Axis & Load Combination
Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn
k-ft Surface in12 in^2 in12 k-ft
Status
X-X, +1.20D+1.60Lr-0.50W+1.601 1.869
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+1.60Lr-0.50W+1.601 1.869
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.5003
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+1.60S+1.60H 0.5003
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+1.60S+0.50W+1.6010.06160
+Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+1.60S+0.50W+1.6010.06160
-Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+1.60S-0.50W+1.60F 1.062
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+1.60S-0.50W+1.60F 1.062
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.3714
+Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50Lr+0.50L+W+1. 0.3714
-Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.1 1.876
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50Lr+0.50L-W+1.1 1.876
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.50S+W+1.1 0.6235
+Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.50S+W+1.i 0.6235
-Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 1.624
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.50S-W+1.E 1.624
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.5003
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +1.20D+0.50L+0.20S+E+1.6 0.5003
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D+W+0.90H 0.7485
+Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D+W+0.90H 0.7485
-Z
Top
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D-W+0.90H 1.499
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D-W+0.90H 1.499
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D+E+0.90H 0.3754
+Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
X-X, +0.90D+E+0.90H 0.3754
-Z
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.40D+1.60H 0.5838
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.40D+1.60H 0.5838
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.7524
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60F 0.7524
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5003
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5003
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.307
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.307
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7451
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7451
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.869
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60Lr-0.50W+1.601 1.869
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.5003
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 0.5003
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60S+0.50W+1.6010.06160
-X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60S+0.50W+1.6010.06160
+X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 1.062
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+1.60S-0.50W+1.60F 1.062
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.3714
-X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.3714
+X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.E 1.876
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50Lr+0.50L-W+1.f 1.876
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.E 0.6235
-X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.50S+W+1.i 0.6235
+X
Top
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.50S-W+1.6 1.624
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.50S-W+1.6 1.624
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.5003
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.5003
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +0.90D+W+0.90H 0.7485
-X
Top
0.3456 Min Temp %
0.3875 ••
•2 0Q6•
• K-
8Ki
Z-Z, +0.90D+W+0.90H 0.7485
+X
Top
0.3456 Min Temp %
0.3875*
2 .006*
: :
Z-Z, +0.90D-W+0.90H 1.499
-X
Bottom
0.3456 Min Temp %
0.3875 '.
22.006:
; ; Q •
Z-Z, +0.90D-W+0.90H 1.499
+X
Bottom
0.3456 Min Temp %
0.387500
•L2.008•
• 8K
Z-Z, +0.90D+E+0.90H 0.3754
-X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
Z-Z, +0.90D+E+0.90H 0.3754
+X
Bottom
0.3456 Min Temp %
0.3875
22.006
OK
• •••
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