HomeMy WebLinkAbout3630 S Aviation Place Address:
3630 S Aviation Place
PREPARED 4/17/17, 8:59:52 INSPECTION TICKET PAGE 1
CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/17/17
------------------------------------------------------------------------------------------------
ADDRESS 3630 S AVIATION PL SUBDIV:
CONTRACTOR : PHONE :
OWNER Jeff Halsey PHONE : (360) 460-5147
PARCEL 06-30-07-1-1-0250-0000-
APPL NUMBER: 16-00001504 COMM NEW CONST
---------------------------------------------- -------------------------------------------------
PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
PW4 01 1/05/17 RV PUBLIC WORKS STORM
1/05/17 AP January 5, 2017 12:55:43 PM rvess.
January 5, 2017 12:56:22 PM rvess.
BL1 01 2/01/17 JLL BLDG FOUNDATION FOOTING
2/01/17 AP February 1, 2017 10:56:08 AM jlierly.
477-0778 tomMy
February 1, 2017 4:28:32 PM jlierly.
BL3 01 3/08/17 JLL BLDG FRAMING
3/08/17 DA March 8, 2017 3:46:24 PM jlierly.
March 8, 2017 3:49:37 PM jlierly.
Interior walls separating the storage space has 411 gap near
the top of wall and ceiling. verify in the code this has not
changed from the spearation requirement for the separation
to terminate at the under side of the ceiling or horizontal
surface directly over the space. JLL
BL3 02 3/23/17 JLL BLDG FRAMING
3/23/17 DA March 23, 2017 9:58:17 AM jlierly.
jeff 460-5147
March 23, 2017 4:44:31 PM jlierly.
Inspection would be approved but the electrical permit was
applied for today complete electrical process first before
frame/jll
BL3 03 4/17/17 JLL BLDG FRAMING
4/17/17 AP April 17, 2017 8:25:02 AM jlierly.
April 17, 2017 8:26:01 AM jlierly.
BL99 01 4/17/17 L BLDG FINAL
April 17, 2017 8:26:29 AM jlierly.
Jeff 460-5147
--------------- V—�N
------ ----------- COMMENTS AND NOTES --------------------------------------
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION
321 EAST 5TH STREET, PORT ANGELES, WA 98362
Application Number . . . . . 16-00001504 Date 12/21/16
Application pin number . . . 454144
Property Address . . . . . . 3630 S AVIATION PL
ASSESSOR PARCEL NUMBER: 06-30-07-1-1-0250-0000- REPORT SALES T"
Application type description COMM NEW CONST on ur state excise tax form
Subdivision Name . . . . . . yo
Property Use . . . . . . . . to the City of Port Angeles
Property Zoning . . . . . . . INDUSTRIAL HEAVY
Application valuation . . . . 65000 (Location Code 0502)
----------------------------------------------------------------------------
Application desc
Storage Building
--------------------
Owner Contractor
-------------------------------------------------------------------
Jeff Halsey OWNER
641 Sunset Heights
PORT ANGELES WA 98363
(360) 460-5147
----------------------------------------------------------------------------
Permit . . . . . . BUILDING PERMIT COMMERCIAL
Additional desc . . STORAGE UNIT
Permit Fee . . . . 775.25 Plan Check Fee 503.91
Issue Date . . . . 12/21/16 Valuation . . . . 65000
Expiration Date 6/19/17
V\ Qty Unit Charge Per Extension
BASE FEE 670.25
15.00 7.0000 THOU BL-50,001-100K (7.00 PER K) 105.00
----------------------------------------------------------------------------
Special Notes and Comments
October 24, 2016 3:51:36 PM msanders.
Fire Department access road must be maintained around the
perimeter minimum 201 unobstructed width
October 24, 2016 3:52:44 PM msanders.
Occupancy Classified as S-1
December 19, 2016 4:05:18 PM pbarthol.
Letter approving gravel parking approved per Craig Fulton.
Parking wheel stops per approved plans.
No land use problems anticipated.
Electrical load calculations and electrical permits are
required.
Any modifications to the City's electrical facilities will
be at the customer's expense.
Construction to follow approved "Storm Drainage Plan"
Contact Public Works Engineering Inspection Request number @
360 417-4831 for the following inspections:
1. After erosion control BMP's are installed per plan and
prior to the start of construction.
2. During installation of infiltration trench and piping,
but prior to cover.
3. At completion of construction when site is stabilized and
prior to occupancy.
-----------------------------------------------------------------------------
Other Fees . . . . . . . . . STATE SURCHARGE 4.50
Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced, or if required inspections have not been requested within ISO days from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
Tootings
Stemwall
Foundation Drainage/Downspouts
Piers
Post Holes(Pole Bldgs.)
PLUMBING:
Under Floor/Slab
Rough-In
Water Line(Meter to Bldg)
Gas Line
Back Flow/Water
AIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls/Roof/Ceiling
Drywall(interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceili ng
MECHANICAL:
Heat Pump/Furnace FAU Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
(�ommercial Hood/Ducts
MANUFACTURED HOMES:
Footing/Slab
1131ocking&Hold Downs
ISkirting
PLANNING DEPT. Separate Permit#s SEPA:
Parking/Lighting ESA:
-Ca—ndscaping ISHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction - R.W. PW /Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION
321 EAST 5TH STREET, PORT ANGELES, WA 98362
Page 2
Application Number . . . . . 16-00001504 Date 12/21/16
Application pin number . . . 454144
---------------------------------------------------------------------------- REPORT SALES TAX
.Fee summary Charged Paid Credited Due on your state excise tax form
----------------- ---------- ---------- ---------- ----------
Permit Fee Total 775.25 775.25 .00 .00 to the City of Port Angeles
Plan Check Total 503.91 503.91 .00 .00
Other Fee Total 4.50 4.50 .00 .00 (Location Code 0502)
Grand Total 1283.66 1283.66 .00 .00
Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced Within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
T-00tings
Stemwall
Foundation Drainage/Downspouts
Piers
Post Holes(Pole Bldgs.)
_KUMBING:
Under Floor/Slab
Rough-in
Water Line(Meter to Bldg)
Gas Line
Back Flow/Water
AIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls/Roof/Ceiling
Drywall(Interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceiling
MECHANICAL:
Heat Pump/Furnace/FAU/Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
Commercial Hood/Ducts
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
[Skirting
PLANNING DEPT. Separate Permit#s SEPA:
Parking/Light ESA:
Landscaping ]SHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction - R.W. PW /Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION
C"T 321 EAST 5TH STREET, PORT ANGELES, WA 98362
Application Number . . . . . 16-00001504 Date 12/21/16
Application pin number . . . 454144
Property Address . . . . . . 3630 S AVIATION PL
ASSESSOR PARCEL NUMBER: 06-30-07-1-1-0250-0000- REPORT SALES TAX
.Application type description COMM NEW CONST
Subdivision Name . . . . . . on your state excise tax form
Property Use . . . . . . . . to the City of Port Angeles
Property Zoning . . . . . . . INDUSTRIAL HEAVY
Application valuation . . . . 65000 (Location Code 0502)
----------- ----
- -----Application desc
Storage Building
----------------------------------------------------------------------------
Owner Contractor
------------------------ ------------------------
Jeff Halsey OWNER
641 Sunset Heights
PORT ANGELES WA 98363
(360) 460-5147
------P-e-r-mi--t---.--.--.--.--.--.---B-U-I-L-D-I-N-G--P-E-R-M-I-T-----C-0-MM--E-R-C-I-A-L----------------------
VIN Additional desc . . STORAGE UNIT
Permit Fee . . . . 775.25 Plan Check Fee 503.91
Issue Date . . . . 12/21/16 Valuation . . . . 65000
Expiration Date 6/19/17
Qty Unit Charge Per Extension
BASE FEE 670.25
15.00 7.0000 THOU BL-50,001-100K (7.00 PER K) 105.00
----------------------------------------------------------------------------
Special Notes and Comments
October 24, 2016 3:51:36 PM msanders.
Fire Department access road must be maintained around the
perimeter minimum 201 unobstructed width
October 24, 2016 3:52:44 PM msanders.
Occupancy Classified as S-1
December 19, 2016 4:05:18 PM pbarthol.
Letter approving gravel parking approved per Craig Fulton.
Parking wheel stops per approved plans.
No land use problems anticipated.
Electrical load calculations and electrical permits are
required. -
Any modifications to the City's electrical facilities will
be at the customer's expense.
Construction to follow approved "Storm Drainage Plan"
Contact Public Works Engineering Inspection Request number @
360 417-4831 for the following inspections:
1. After erosion control BMP's are installed per plan and
prior to the start of construction.
2. During installation of infiltration trench and piping,
but prior to cover.
3. At completion of construction when site is stabilized and
prior to occupancy.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . STATE SURCHARGE 4.50
Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced Within 180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the
last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulatin-9 construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
T-00tings
Sternwall
Foundation Drainage/Downspouts
Piers
Tost Holes(Pole Bldgs.)
PLUMBING:
Under Floor/Slab
Rough-In
Water Line(Meter to Bldg)
Gas Line
Back Flow/Water
TIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Oalls/Roof/Ceiling
Drywall(Interior Braced Panel Only)
T--Bar
INSULATION:
'§-1a b
Wall/Floor/Ceiling
MECHANICAL:
Heat Pump/Furnace FAU Ducts
Rough-in
Gas Line
Wood Stove/Pellet/Chimney
Commercial Hood/Ducts
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
ISkirting
PLANNING DEPT. Separate Permit#s SEPA:
Parking/Light ESA:
Landscaping ISHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction - R.W. PW /Engineering 417-4831
Fire 417-4653
Planning 417-4750
Building 417-4815
CITY OF PORT ANGELES
DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDrNG DIVISION
321 EAST 5TH STREET, PORT ANGELES, WA 98362
Page 2
Application Number . . . . . 16-00001504 Date 12/21/16
Application pin number . . . 454144 REPORT SALES TAX
-7-------------------------------------------------------------------------- on your state excise tax form
Fee summary Charged Paid Credited . Due
- ----------------- ---------- ---------- ---------- ---------- to the City of Port Angeles
Permit Fee Total 775.25 775.25 .00
.00 (Location Code 0502
Plan Check Total 503.91 503.91 .00 .00
Other Fee Total 4.50 4.50 .00 .00
Grand Total 1283.66 1283.66 .00 .00
Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned
for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the
last inspection. I hereby certify that I have read and examined this application and know the.same to be true and correct. All provisions
of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does
not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of
construction.
Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder)
T:Forms/Building Division/Building Permit
BUILDING PERMIT INSPECTION RECORD
PLEASE PROVIDEA MINIMUM 24-HOUR NOTICE FOR INSPECTIONS—
Building Inspections 417-4815 Electrical Inspections 417-4735
Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886
IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED.
POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE.
Inspection Type Date Accepted By Comments
FOUNDATION:
Tootings
Sternwall
Foundation Drainage Downspouts
Piers
Post Holes(Pole Bldgs.)
-KUMBING:
Under Floor/Slab
Rough-In
Water Line(Meter to Bldg)
'da-s Line
Back Flow/Water
XIR SEAL:
Walls
Ceiling
FRAMING:
Joists/Girders/Under Floor
Shear Wall/Hold Downs
Walls/Roof/Ceiling
Drywall(Interior Braced Panel Only)
T-Bar
INSULATION:
Slab
Wall/Floor/Ceiling
MECHANICAL:
Heat Pump/Furnace FAU Ducts
Rough-in
Gas Line
Wood Stove/Pellet Chimney
Commercial Hood/Ducts
MANUFACTURED HOMES:
Footing/Slab
Blocking&Hold Downs
ISkirting
PLANNING DEPT. Separate Permit#s SEPA:
Parking/Lighting ESA:
Landscaping ISHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE
Inspection Type Date Accepted By
Electrical 417-4735
Construction- R.W. PW I Engineering 417-4831
Fire 417-4653
.Planning 417-4750
Building 417-4815
THE For City Use
CITY OF
...... ........
Permit# (4
Per
A S H I G T 0 N U. S. I if',
Date Received:
3 2 1 E 5th Street Date Approved
Port Angeles,WA 9836 FILM-= 1 %V
P:360-417-4817 F:360-417-4711
Email:permits(@ci1yofpa.us 41T PPL
BUILDING PERMIT PPLICATION
Project Address:
hone: '3 60- jyj�o-57 7
PrimaryContact: 3630 S Aho' -Votl P4 �Email: Jef�rh 6 1..tC'L 5 14 ifi*f.co M
Name Phone
Property Mailing Addres Email
Owner S6'// sc.,A S"t- MC4,6-4y-5
City tVie. 'IV363 State JAIA z'p,,.3 t 3
Name M"L ko sr'-_44 Phone
Contractor Address Email
StSo C-I cvw,no k 160
Information city CAJ,.. W - State z'P7,200
IContractor License# Exp.Date:
Legal Description:6-0 Vf" Zoning: � Tax Parcel# Project Value: (materials and labor)
LOT' r
V 7 5-P7O Ek.4 Pln & � - H 063007110S5-0000 s 4
Residential Commercial N Industrial 11 Public
Permit Demolition Fire 11 Repair Reroof(tear off/lay over) 11
Classification For the following, fill out both pages of permit application:
(check New Construction 0 Exterior Remodel 1:1 Addition 1:1 Tenant improvement
appropriate) Mechanical 11 Plumbing El Other 11
Fire Sprinkler System Proposed Tfiri-gation System Proposed or Proposed Bathro Proposed Bedrooms
or Existing? Yes 0 No PL I Existing? Yes 13 No IX 1 6 tj 0
In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to
www.stormwaterocityofpa.us
Project Description 3o X i Yo
Is project in a Flood Zone: Yes 13 No9L Flood Zone Type:
.If in a Flood Zone,what is the value of the structure before proposed improvement? $
I have read and completed the application and know it to be true and correct. I am authorized to apply for
this permit and understand that it is my responsibility to determine what permits are required and to
obtain permits prior to work. I understand that plan review fees are not refundable after review has
occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is
issued. I understand that if the permit is not picked up/issued within i8o days of submittal,the application
will be considered abandoned and the fees will be forfeited.
Datet7 _ 00-/6 PrintNameJf-fr 14A;154�y Signature _J
Residential Structures
Existing Proposed Construction For Office Use
Area Descriptions(SQ FT) Floor area Floor area $Value new area
Basement
First Floor
Second Floor
Covered Deck/Porch/Entry
Deck(over 30"or 2"d floor)
Garage
Carport
Other(describe)
Area Totals
Commercial Structures
Area Descriptions(SQ FT) Existing Proposed Construction For Office Use
Floor area Floor area $Value new area
Existing Structure (s)
Proposed Addition
3:700 111'e )-)
4—
Tenant Improvement?
Other work(describe)
Site Area Totals
Lot/Site Coverage Calculations
Lot Size (sq ft) ot Coverage(sq ft)foot print of %Lot Coverage (Total lot cov-- lot size) M VIdg Height
I G 1,1 jr.3 I all structures 16220 sqft I I*'e� I a
Site Coverage (Sq Ft of all impervious) %of Site Coverage(total site cov-- lot size)
Mechanical Fixtures
Indicate how many of each type of fixture to be installed or relocated as part of this project.
Air Handler Size: # Haz/Non-Haz Piping Outlets:
Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) #
Boiler/Compressor Size: # Heating/Cooling appliance #
repair/alteration
Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas #
portable) Fireplace/Gas Stove/Gas Cook Stove/Misc.
Fuel Gas Piping #of Outlets: Ventilation Fan,single duct #
Furnace/Heat Pump/ Size: # Ventilation System #
Forced Air Unit I I I
Plumbing Fixtures
Indicate how many of each tVVe of fixtu e to be installed or relocated
Plumbing Traps # Water Heater #
Plumbing Vent piping # Medical gas piping #of Outlets:
Water Line # Fuel gas piping #of Outlets:
Sewer Line # Industrial waste pretreatment
interceptor(Grease Trap) Size
other(describe):
T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx
RT N- GELES
WASHINGT. 0 N, U. S. A.
Public Works & Utilities Department ,
December 8, 2016
Fawn and Jeff Halsey
Admirals No rthwestSto rage.
3626 S.Aviation Way
Port Angeles,WA 98863
Re: Building Permit No. 16-1504
Dear Mr.& Mrs. Halsey:
The subject building permit is for a new 30'x 130' mini storage bUilding.,The,permit requires the
addition of a hard surface for required-parking spaces..
You recently�u.brnitted a request for an exception to the permit requirements which.will allow you to
use graivel,rather than a hard'surfalce to acco m-plish the parking spaces for this.new'mini storage
building., I understand.that all of the parking currently available at your facilit
..y is also,gravel-.
Therefore,your.request for an exception tothe hard surface parking requirement is approved.
Congratulations on the addition to,your facility..and best wishes for your continued success. Please feel
free.to contact meat 417-4800 or cfuIt6n@citVofpa.us if I can be of further assistance.
Sincerely,
Craig Fulton, P.E.
Director of Public Works& Utilities,
Phone:360-417-4800 Fax: 360-417-4542
Website:www.city6fpa.us Email: publicworks@Pcityofpa.us
321 East Fi,fth Street Port Angeles, WA 98362-0217
To the director of public works and utilities I am seeking an exception to the hard surface pavement. For
parking I have lot parking stall plus at mini storage every renter has their own park space in front of their
unit. Please see site map and pictures.
Thanks you, sincerely
Fawn and Jeff Halsey
Admirals Northwest Storage
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ApprieWon number,ftc 16 00001504 COMM NEW CONST
PruperlyaddMS: 3630 S AWATION PL
November 28, 2016 4:47:06 PH abrekke.
Per Section 14.40.140 of the PAMC, before the granting of a V6
building permit, proof of the existence of off street
paxkxng spaces must be demonstrated. A site plan showing
such off-street parking must be sul—Itted. Storage
buildings require one parking space for each two employees
with a minimum of ten parking -spaces. Because the property
is zoned as Heavy Industrial, a request can be made to the
Director of Public Works and Utilities to request an
exception to hard-surface pavement requirements of Section
14.40.120 provided that adverse impacets to stormwater
drainage, surrounding properties and public infrastructure
are mitigated to the extent the Director deems re,sannably
necessary and appropriate. Wheel stops would have to be
added at an minimum.
November 28, 2016 5:11:53 PH abrekke.
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BMPIS
C 105 Stabilized Construction Entrance
Mo
C 107 Stabilized Construction Road/Parking Area
C-123 Plastic Covering
C220 Storm Drain Inlet Protection
Z0,
,044 W4 k
X C-233 Silt Fence.
..........
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AWIRAL� AIV/ -5f"' 6- SONS SCALE 4o
3oyl3o srop-Aue auxi ENGINEERING, INC. (360) 452-3023 DRAWN BY.
Z474AVIAT104WAI A' 619 S. Chase St., Port Angeles, WA 98362 CHECKED:
SHEET OF
EXHIBIT MAP FOR:
ADMIRALS NORTHWEST STORAGE
CLOSING CORNER
FOUND 7" X 7" CONC. POST WITH
J14" LEAD PLUG (5105114)
GEOMPT#06JO0717 ---
U,49
L-4
,30' 94
OFFSET �OG C
Lc)
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0 120
240
Q)
SCALE IN FEET
BA RN TO BE
REMO VED C,3
PROPOSED
Joxljo
STORAGE LOT A
BUIL01 G
�LLJ
c
6'
38956
...........
L L C
IN SECTION 7, TOWNSHIP 30 NORTH,
CURVE TABLE RANGE 6 WEST, W.M.
CLALLAM COUNTY, WASHINGTQ.N
CURVE RADIUS LENGTH DEL TA
Cl 50.00' 89.18, 102*11'54
C2 50.00' 84.68' 97'02'J7" N.T.S.
ci 20.00' 25.49' 73'00'50" F--E-Fxl
C4 106.99' 221.81' 118*46'52"
C5 439.9 7' 96.il 1 12'J234" �fl
C6 439.9 7' 171.88' 22'2258" SEPTEMBER 2Z 2016 '(30N-6W)
C7 20.00' 44.56' 127*38'58"
C8 255.90' 40 11' 10',5c)'44- .0.U..2199
LAND SURVE)lNG 96382
MAPPING (80) a,
3 6 -2,6,
DEVELOPMENT C0NSULjl:N:G:: t �AX 683-5310
EMEN#
T -2161
CONSTRUC'nON MANAGEMENT '8W)681
SER#. 063007-WESWI401-092216
Residential and Lod
ging Uses
Residential dwelling units Two(2)parking spaces per dwelling unit
Rooming and lodging uses One(1)parking space for each sleeping unit
Nursing and convalescent homes,assisted living One(1)parking space for each three(3)beds
facilities,adult family homes,group homes,
sanitariums
Public and Institutional Uses
Libraries *One(1)parking space for each four hundred(400)feet of floor area
Museums One(1)parking space for each three hundred(300)feet of floor area
Schools:
Junior Colleges and technical schools As determined by the Planning Commission
Elementary schools One(1)parking spaces for each classroom
Middle Schools three(3)parking space for each classroom
Preschools Ten(10)parking spaces for each classroom
Senior High Schools Six(6)parking spaces for each classroom
Social clubs,lodges,fraternal organizations w/o One(1)parking space for each fifty(50)square feet of floor area of the building
fixed seating
Areas of assembly without fixed seating shall As determined by the Planning Commission
provide seating
Churches,stadiums,sports areas,and other such One(1)parking space for each three(3)fixed seats
places of assembly with fixed seating
Senior centers One(1)parking space for every one hundred thirty-five(13 5)square feet of floor area
Industrial Uses
Manufacturing uses One(1)parking space for each three(3)employees with a minimum of ten(10)spaces
Trucking and transportation terminals Minimum of ten(10)spaces
tWholesale stores,warehouses,storage buildings One(1)parking space for each two(2)employees with a minimum of ten(10)parking spaces
Public and Quasi-Public Recreation Uses
Parks and playgrounds As determined by the Planning Commission
Public and private golf courses As determined by the Planning Commission
Swimming pools Ten(10)parking spaces for each 1,000 square feet of pool surface area
Unspecified Uses
If a use is not otherwise specifically mentioned in this section,the requirements for off-street parking facilities shall be the same as the
requirements for the most similar use listed herein as determined by the Director of the Department of Community Development.
MUed Uses
In the case of a mixture of uses on one lot or in one building,the total requirements for off-street parking facilities shall be the sum of the
requirements for the various uses computed separately.
Cooperative and Shared Parking Provisions
Parking facilities may be cooperatively used by different land uses when the times of the uses are not simultaneous. Parking facilities may be
shared when the times are not simultaneous through a parking agreement with the property owners and when the parking is located no further
than 500 feet from the property requiring the parking.
�P—A—RKING STALL DEVELOPMENT: Standard=8'6"X 18' Handicapped: 13'6"x 18' (Van) 166"x 18'
Created 3/12/04;Amended: 11/20/2011
TAPARKrNG\Tab1eAfina1.wpd
11/20/2011
PARKING REQUIREMENT TABLE"A"
LAND USE PARKING SPACE REQUIREMENT
Automobile Services
Automobile service and repair shops Three(3)parking spaces plus one(1)for each mechanical bay
Automobile sales dealerships Two(2)per employee
Gas stations with convenience stores One(1)parking space for each employee with a minimum of six(6)parking spaces. Drive
aisles must accommodate two(2)cars per pump.
Commercial A ctivilies
Banks,professional and business offices One(1)parking space for each four hundred(400)square feet of floor area
Bowling alleys Six(6)parking spaces for each alley
Fumiture/appliance stores and laundries One(1)parking space for each six hundred(600)square feet of floor area
Night clubs and lounges One(1)parking space for each fifth(50)square feet of floor area
Retail stores One(1)parking space for each three hundred(300)square feet of floor area
Skating rinks and other commercial recreational One(1)parking space for each two hundred(200)square feet of floor area
places
Theaters One(1)parking space for each three(3)seats
Music,dance,art,and other academies Eight(8)parking spaces for each classroom
Food Service Activities
Food/grocery stores One(1)parking space for each three hundred(300)square feet of floor area
Restaurants,tavems,and.any other One(1)parking space for each one hundred twenty-five(125)square feet of floor area of the
establishments for the sale and consumption of building
food,alcoholic beverages,or refreshments
Food and beverage establishments that do not One(1)parking space for each employee and three(3)per drive-up window
have on-site seating
Personal Services
Barber,beauty shops,tanning salons,physical Two(2)parking spaces per station(office area at one for each four hundred(400)square feet)
therapy,and similar services
Day care centers Two(2)parking spaces plus one(1)unloading space for those centers serving twelve(12)or
fewer children;One(1)parking space per employee plus two(2)parking spaces for unloading
for centers of more than twelve(12)children
Medical Services
Medical and dental offices Six(6)parking space per doctor. When licensed practitioners are working in the medical
office along with the doctor(s),two(2)additional parking spaces are required for each
independent practitioner/service provider.
Hospitals As determined by the Planning Commission
Research,dental,x-ray laboratories One(1)parking space for each two hundred(200)square feet of floor area
2 1402
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V A S H I N G T 0 N, U. S. A.
040WA COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT
DATE: October 20, 2016
TO: Jeff Halsey
641 Sunset Heights
Port Angeles, WA 98363
FROM: Jim Lierly; Community & Economic Development, Building Dept.
SUBJECT: Storage Building Plan review.
Mr. Halsey, the comments below will need to be addressed to complete you
review for the building permit application you have submitted.
1 . The Seismic design for our area is D2 please verify with your
Engineer that this was the design category used in the Engineering
calculations.
2. If there will be any interior walls (storage partitions and or hallways
etc. Provide a floor plan per code that details such a plan that
includes location, type of material used and any exit path or access
way to the exterior. Also verify roof classification per code.
3. Provide wall details and sections for rated assemblies separating the
units if interior partitions are applicable.
4. Will there be any condition space in your project envelope? If this is
applicable, please provide any energy calculations Per 2015 WSEC.
5. Please provide Lighting calculations per 2015 WSEC. Also if there
are any interior exit routes please include emergency lighting and
exit signs if applicable per code.
6. 3 RD party special inspections shall be required for concrete &
reinforcement, any welding and or high strength bolting per Chapter
17 of the 2015 IBC.
7. Electrical permits shall be submitted separately through Public
works.
These items will need to be addresses before any submittals may be
approved. These review comments are for the City of Port Angeles
Building Dept. only. Other comments or requirements may still be pending
review or corrections response from other departments before issuance of
your submittal may occur.
All work performed in the field, shall be subject to inspection approval.
Regardless of what is on the plans. Items on plans do not always reflect
construction issues that arise in the field.
If you have any questions please feel free to contact me.
Jim Lierly
City of Port Angeles
Building Inspector
Plan Review
Code Enforcement
360-808-0534
jlierly@cityofpa.us
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SKU 3400029-DW Lamp current(mA) 1500
Switching Cycles 25,DOO Rated lifetime(h)
50,000
Wattage(W) 50 Brightness(Im) 37SO
HIPS Equivalent(W) is( LED Quantity
Light Color Da�lightWhite Color Temperature(K) 6000
Dimmable Non-dimmable CRI >70
Beam Angle(Degree) 12C Input Voltage(v)
100-240 AC
Frequency(hz) SO-60 Power Factor -'0.9
Length(in) ll.?2 Width(in) 10.83
Height(in) 2.73 Material Glass,Aluminu
m
Power Srouce AC Shock Proof Yes
Waterproof Yes. Protection Rating
IP66
Applications Garage Lighting,Garden Certification IS090012008,CE,C-
Package Quantity Pac,of I Unit Warranty 2 Years
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Wide Beam Angle
-120*beam angle,providing you with wide illumination range.
Usage Recommendation
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-Outdoor light:illumination area is 50-70 sq.m.with about SO-75 lux when installation height is 6-8 meters.
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Key Data
Wattage: 50W
Luminous flux:3750 lumen/3250 lumen
Light color:Daylight white/Warm white
IP rating:IP66
Material:Aluminum Tempered Glass+Iron
Dimension:285*275*70mrn
Leading wire:30 cm(plug not provided)
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. rImA
No
S T E E L
5650 El Camino Real, Suite 100, Carlsbad, CA 92008
Phone: (760) 448-1760 Fax: (760) 448-1761
October 21, 2016
Jim Lierly
City of Port Angeles
Building Inspector, Plan Review, Code Enforcement
360-808-0534
jlierly@cityofpa.us
Jeff Halsey
Admiral Storage
641 Sunset Heights
Port Angeles,WA 98363
The following is a partial response to plan review comments dated October 20, 2016.
Responses are indicated in Bold type. All remaining items to be addressed by others.
1. The Seismic design for our area is D2 please verify with your Engineer that this was the design category
used in the Engineering calculations.
Response: Per the 2012 IBC for commercial structures, calculations were made for site class D and
design category D.
2. If there will be any interior walls (storage partitions and or hallways etc. Provide�i floor plan per code that
details such a plan that includes location, type of material used and any exit path or access way to the exterior.
Also verify roof classification per code.
Response: The Partition Plan on sheet S2.1 is the floor plan for the building. Materials used for all walls
are called out on this plan.All units are accessed from roll-up doors on the exterior of the building.The
standing seam roof is comprised of 24ga steel panels and is classified as Class A.A note has been
added to detail 18/SDI stating a Class A roof.
3. Provide wall details and sections for rated assemblies separating the units if interior partitions are applicable.
Response: The building is occupancy S-1 and construction type 2B. Since the building is under 12,000
square feet, per 2012 IBC Table 503 and section 903.2.9,there is no requirement for any rated
assemblies or fire sprinkler system.
6. 3RD party special inspections shall be required for concrete& reinforcement, any welding and or high
strength bolting per Chapter 17 of the 2015 IBC.
Response: Concrete notes on sheet S1.1 have been revised to state 3,000psi concrete which will
require special inspection.Also, Hilti KB-TZ anchors will require periodic special inspection.
Special Inspection notes have been added to sheet SIA.
Please call me with any questions or comments.
Thank you, L I?
Michael
Michael R. Dale, PE 'a e
Project Engineer
Digitally signed by M.ichael Dale
DN:c=U ,o=U5,.Governnnent,
4;� ou=ECA,'.Gu=VeriSign,Inc.,
40700 ou=Una'ffi' liated,cn–Michael
GISTV- Da'0'
6a—te:2016.1011 11-05:59-07-00-
L
ENFIRES: 05-18]:7]
MAKO Steel , Inc .
SELF STORAGE BOAT STORAGE RV STORAGE
V_L I?
1463 . .6 Whael
August 2016
R. D5.a I e
Digitallysig
",hed lo�)Michael Dale
DN:c=US,,p=U.S.G6�wnment,
ou=EC�,Su=Vle-risign,
4Q
cA) ou=Unaffiliated,cn=Michael
M
40700
Da
S T B
'e 2016.08.16 15:36:53-07'00'
Transverse
FERPIRES: 05-1-8-171
PartiLlUl I=I IU
Shear Walls
Moveable
vmg-
Longitudinal
Partitions
M.
5
K-S
-Ell
-5,
Purlin c
re
Prepainted
A
26GA Trim
Galvalume
26GA Multi-Rib
Roof Panels
:4 1
110.�1,
L Support Columns
4
Metal Piers
4
f Prepainted
Prepainted 11 Roll-Up Doors
26GA Multi-Rib
Wall Panels
Structural Calculations for
Admiral Storage
Port Angeles, WA
Sheet Index
1. Design Loads 2
2. Vertical Analysis—Roof Panet,Purlin,&Beams 4
3. Exterior Wall Analysis—Exterior Siding&Posts 18
4. Lateral Analysis 28
5. Shear wall table 34
Page 1
CARLSBAD,CA 92008 Ph:(800)383-4932 Fax:(760)448-1761
MAKO Steel, Inc.I MAKO Structures, Inc.
5650 El Camino Real, #100
Carlsbad, California 92008
Phone: (760)448-1761
Fax: (760) 448-1761
STRUCTURAL CALCULATIONS FOR ADMIRAL STORAGE:
3626 SOUTH AVIATION PL; JOB NO.: 1463
PORTANGELES,WA
DESIGN CODES: ASCE 7-10
2012 INTERNATIONAL BUILDING CODE
AISI COLD FORMED STEEL DESIGN MANUAL 2010 EDITION
AISC STEEL CONSTRUCTION MANUAL(ASD) 13th EDITION
MATHCAD DEFINED UNITS ARE.....
IN =- lL LB =- 1M FT=- 12-IN Sl -- IN 2 SF =- FT2 Cl =- IN 3 KIPS 1000-LB
PSF=- LB PLIF =- LB PSI =- LB KSI =- 1000-LB PCF=- LB E =- 29500-KSI
FT 2 FT IN 2 Sl FT 3
DESIGN LOADS:
S:= 25-PSF ROOF SNOW LOAD
D,:= 4.0-PSF ROOF DEAD LOAD, DECK 1.1-psf, 0.5-PSF Insulation, 1.0-psf elect/mech/misc,
co-lat 1.0-PSF
WIND
126 MPH EXPOSURE 'C', NEARLY FLAT ROOF, ENCLOSED, SIMPLIFIED METHOD
X:= 1.21 ADJ. FACTOR FOR 15 FT EAVE HT&EXP. RISK CATEGORY 11
FIND MAIN WINDFORCE-RESISTING SYSTEM PRESSURES
Ps30.A:= 25.20-PSF Ps.A:= X-Ps30.A= 30.49-PSF HORIZONTAL AREA A
PS30.C:= 16.72-PSF PS.0 X-Ps30.0= 20,23-PSF HORIZONTAL AREA C,MIN 16-PSF
P130.G := 21.08-PSF PS.G X-PS30.G = 25.51-PSF VERTICAL AREA G
FIND COMPONENTS AND CLADDING PRESSURES, EFFECTIVE AREAS
Pnet30.1 26-92-PSF Pnet.1 X-Pnet30.1 = 32.57-PSF ROOF UPLIFT ZONE I PURLIN,50-PSF
Pnet30.2 36-12-PSF Pnet.2 X'Pnet3O.2 = 43.71-PSF ROOF UPLIFT ZONE 2 PURLIN,50-PSF
Pnet30.1b 28.60-PSF Pnet.1b X'Pnet30.1b= 34.61-PSF ROOF UPLIFT ZONE 1 PANEL,I O-PSF
Pnet30.2b 48.00-PSF Pnet.2b X-Pnet30.2b= 58.08-PSF ROOF UPLIFT ZONE 2 PANEL,1 O-PSF
Pnet30.3b 72.24-PSF Pnet.3b X"Pnet30.3b= 87.41-PSF ROOF UPLIFT ZONE 3 PANEL,10-PSF
Page 2
Pnet30.4 28.04-PSF Pnet.4:� �"Pnet:30.4 � 33.93-PSF HORIZONTAL ZONE 4 POSTS,50-PSF
Pn.t30.5 32-30-PSF Pnet.5:= X'Pnet3O.5 = 39.08-PSF HORIZONTAL ZONE 5 POSTS,50-PSF
Pnet30.4b:= 31.04-PSF PnetAb X'Pnet30.4b= 37.56-PSF HORIZONTAL ZONE 4 PANEL,1 O-PSF
Pnet3O.5b:= 38.30-PSF Pnet.5b X'Pnet30.5b= 46.34-PSF HORIZONTAL ZONE 5 PANEL,1 O-PSF
SEISMIC
SITE CLASS"U'PER SOILS REPORT SEISMIC SYSTEMA.13: PER SOIL'S REPORT
I := 1.0 IMPORTANCE FACTOR PER TABLE 11.5-1 (CATEGORY 11)
R:= 6.5 RESPONSE MODIFICATION COEFF Qo:= 3 OVERSTRENGTH Cd := 4 DEF AMP.
SS:= 1.588 S, := 0.643 MAX.GROUND MOTIONS 0.2&1.0 SEC.SITE CLASS E(ONLINE SOURCE)
F, := 1.00 F,:= 1.50 SITE COEFFICIENTs(TABLEs 11.4-1, 11.4-2 SITE CLASS E
2
SMS:= F,-SS-I 1.588 SDS := -'SMS= 1.059
3
2
SM, := F,.Sl 1 0.964 SD1 := --SM, = 0.643
3
SDS
DESIGN CAT.D P:= 1.3 REDUNDANCY FACTOR Cs:= - = 0.163
R
Qe := Cs= 0.163 (LFMSW)
MATERIAL SPECIFICATIONS:
COLD-FORMED STEEL....ASTM A653 GRADE 55 FOR 14GA&12GA CEE MEMBER
ASTM A792 GRADE 80 FOR ROOF DECK
STRUCTURAL STEEL......ASTM A36 BASE PLATES
ASTM A500 GRADE 46 COLUMNS
BOLTS............................ASTM A325 USED IN SHEAR ONLY FOR BEAM TO COLUMN CONNECTION
ASTM A307 USED FOR PURLIN TO BEAM CONNECTION
SCREWS.........................ALLOWABLES PER 2007 AISI TABLES & MANUF TESTED DATA
HILTI SCREWS
SOIL...............................ALLOWABLE SOIL BEARING= 1,500-PSF
PER CHAPTER 18 OF THE 2012 IBC
CONCRETE.....................FOUNDATION&TILT BY OTHERS
REBAR............................BY OTHERS
ALLOWABLE STRESS DESIGN DEFLECTION& DRIFT LIMITS
APPLICABLE BASIC LOAD COMBINATIONS (ASCE 2.4.1) VERTICAL PER IBC TABLE 1604.3
2. D+ L HORIZONTAL WIND PER AISI 360 L4.
3. D+ (Lr or SNOW) HORIZONTAL SEISMIC PER ASCE TAB. 12.12-1
4. D+ .75L + .75(Lr or SNOW)
5. D+ (0.6W or.7E)
6. D+ .75(0.6W or.7E)+ .75 L + .75(Lr or S)
7. .6D+ 0.6W
8. .6D+ .7E
Page 3
ROOFDECK: USE 24 GA. McELROY"MIRAGE"
PER MANUR TABLE THE SECTION PROPERTIES ARE...
DECKING: ASTMA792 GRADE "50A" ORASTM A653 GRADE 50 CLASS I F – 50.KSI = 50-KSI
yp
S,p:= 0.0998-Cl POSITIVE S,,,:= 0.0797-Cl NEGATIVE
1,,p:= 0.1250-IN 4 POSITIVE 1,,,:= 0.0710-IN 4 NEGATIVE
MAXIMUM DECK SPAN OF Lds := 5.00-FT
FIND GRAVITY LOAD BENDING MOMENTS AND STRESSES @ SPAN& CANTILEVER
W:= (1.39.PSF+ S)-FT= 26.39-PLF UNIFORM LOAD
w-Lds 2 1
Mds := — = 0.792-IN-KIPS fbdl:= Mds'— = 7.933-KSI
10 Sxp
THE ALLOWABLE BENDING STRESS PER AISI SEC. V.A.3.3.2
Fbpanel:= 0.6,Fyp= 30-KSI OK> SPAN OR CANTILEVER STRESSES
CHECK DEFLECTION:
w-Lds 4 Lds
Ad, := 0.0069 – -.053-IN — = 1125 OK> 180
E-Ixp Ads
FIND WIND LOAD BENDING MOMENTS AND STRESSES @ SPAN& CANTILEVER
Ww:= F(O-6-Pnet.3b)– 0.6(l.39-PSF)]-FT= 51.612-PLF UNIFORM LOAD
Ww-Lds 2 1
Muds:= — N-KIPS fbuds:= Muds— = 15.515-KSI
10 sxp
THE ALLOWABLE BENDING STRESS IS...
Fbpanel2 :� 0.6,Fyp= 30-KSI OK > SPAN OR CANTILEVER STRESSES
CHECK DEFLECTION:
Ww-Lds 4 Lds
A,d,:= 0.0069.— = 0.104-IN OK> 180
E-Ixp Auds
CAECK ROOF PANEL CONNECTION:
DETERMINE REQUIRED SCREW SPACING FOR WIND UPLIFT. PANEL WILL BE SCREWED DIRECTLY
TO 16 GAUGE ROOF PURLINS, EAVE TRACKS,AND RAKE ANGLES. THE ALLOWABLE PULLOUT FOR
#10 SMS INTO 16 GAUGE MATERIALIS 145 LBS * 1.44 = 208 LBS. THE ALLOWABLE PULLOVER FOR
#10 SMS THROUGH 22 GA MATERIAL IS = 246 LBS * 1.44= 354 LBS.
DESIGN PULLOUT FORCE IS.....
Tl := (0-6-Pnet.2b)-Lds-16-IN= 0.232-KIPS REQUIRED TENSION IN ZONE 2
T2 := (0-6-Pnet.3b)-Lds-16-IN= 0.35-KIpS REQUIRED TENSION IN ZONE 3
T,, := 2-0.208-KIPS = 0.416-KIPS ALLOWABLE TENSION
THEREFORE, USE A 26 GAMIRAGE ROOFPANEL WITH AMIN 22 ROOF CLIPSWITH(2)#10
SCREWS TO EACH PURLIN,EAVE CHANNEL,AND RAKE ANGLE.
Page 4
5 .
7
`J V,
"E.ILK-11")Y, I
AfiQhA,,r_^. 0-0, jct� go i�s LA 4,7, 2
Issue Date January 22,2007 No. 07-285-07
Mirage
(Bare Galvalume& Pairited Galvalume)
5.
8.
------- ---
_16" COVERAGI-
)P IN COMPRESSION- BOTTOM IN COMPRESSION
GAUGE WEIGHT I S� Ma - e Ma
SF) 4/ft.) .3/ft. kip-in. 4/ft .3 kip-in./ft.
KSI (P (in (in /ft. (in.1 (iiri
24
7 50.0 1 1.38 1 1.4390-1 01250 1 0.09998 1 2.9-870 0,0710 O�0797 2.3290
1.Section properties are calculated with the 2001 AlSl North American 4.Se is for bending.
Specification for the Design of Cold-Formed Steel Structural Members. 5.Ma is the allowable bending moment.
2.Va is the allowable shear. 6.All values are for one foot of panel width.
3.Ix is for deflection determination.
Allowable Uniform Loads (PSF)
Span in Feet
Span Type Load Type 1.00 1�50 2.00 2.50 300 4.60 500 6.b0 6.CQ 6 50 700 .7,50 6.00 8.50
Positive Wind 500 500 497 318 221 162 124 98 79 65 56 47 40 35 31 27
Single Live 500 500 497 318 221 162 124 98 79 65 55 47 40 35 31 27
Deflection(L/180) 500 500 500 500 404 254 170 119 87 65 50 39 31 25 21 17
Deflection(L1240) 500 500 500 500 1 303 191 128 89 65 49 37 29 23 19 16 1 13 1
I!ositive Wind 500 500 367 239 168 124 95 75 1 61 50 42 36 31 1 27 24 21
L 500 500 367 239 168 124 95 75 61 50 42 36 31 27 24 21
2 Span
501) 500 500 500 500 481 322 226 165 124 95 75 60 48 40 33
IDeflection(U240) 500 500 500 5DO 500 360 241 169 123 93 71 56 45 36 30 25
Positive Wind 500 500 449 295 1 208 154 118 94 76 63 53 45 39 34 30 26
3 Span Live 500 500 1 449 295 208 154 118 94 76 1 63 53 1 45 39 34 30 26 1
Deflection(l 500 500 500 500 500 377 1 252 177 129 97 74 58 47 38 31 26
Deflection(1 500 500 500 5DO 449 262 189 133 96 72 56 44 35 28 23 19
Positive Wind 500 500 422 27-7 194 144 111 88 71 59 49 42 36 32 28 24
4 Span 1 ve 500 600 422 277 194 144 ill 88 71 59 49 42 36 32 28 24
IDeffection(1_1`160)
1 500 500 500 5130 500 1 400 268 188 137 103 79 62 50 1 40 33 27
500 20
IDeffection(L/240) 1 500 500 1 500 1 476 1 300 201 1 141 1 102 77 1 59 1 46 37 30 t-21 -
I ASTM El 592 Wind Uplift Testing Ite
37 1 34 1 31 1 28 1 25 1 22 1 20
in
Notes:
1.Allowable uniform loads are based upon equal span lengths.
2.Positive Wind is wind pressure and is NOT increased by 33 1/3
3.Live is the allowable live or snow load.
4.Deflection(L/180)is the allowable load that limits the panel's deflection to U180 while under positive or live load.
5.Deflection(1-1240)is the allowable load that limits the panel's deflection to U240 while under positive or live load.
6.The weight of the panel has NOT been deducted from the allowable loads.
7.Positive wind and Live load values are limited to combined shear&bending using Eq.C3.3.1-1 of the AISI Specification.
8.Values of ASTM E1592 Wind Uplift Testing include a factor of safety of 2.0.Shaded areas are outside of test range.Contact McElroy Metal for more information.
9.Web crippling has NOT been checked for this panel.
10.Load Tables are limited to a maximum allowable load of 500 psf.
ccipPoiii imp"Ff"IdE
EPQ, st
LA
SOUTHEAST:PIVIStON..- PEACH.T"Riii��A WESTIERN�DJVISIOW A A00 NT�' �'-A
NORTHUAST D)VIS[ON E9,VA SOUTHWEST DIVISION i 60S�"OtT'Y_�LA,
SL,,O)E�$
AT LAI'
WEOT TEYAS;IDIV1t.1ON MERKEL T-IX P,ri It MS01VE ION
PURLIN DESIGN: SPRINKLER LOADS INCLUDED
Llo:= 10.00-FT CHECK PURLIN SPAN Ld, = 5-FT PURLIN SPACING
Wd := D,-Ld, = 20-PLF UNIFORM DEAD LOAD
wr:= S-Ld, = 125-PLF UNIFORM ROOF SNOW LOAD
LOw:= Pnet.2,Lds = 219-PLF UNIFORM WIND UPLIFT LOAD
Mlo:= 13.920-KIPS-IN MAXIMUM MOMENT AT CENTER SPAN OF 'Z'4"xl6GA, PER CFS OUTPUT
MlOS := 17.400-KIPS-IN MAXIMUM MOMENT SPLICE, PER CFS OUTPUT
USE 'Z'4"x2 1/2"xl6 GAGE PURLINS AT 10'-0" SPAN, TYP, PER CFS OUTPUT
CHECK DEFLECTION:
Lio
Alo:= 0.38-IN — = 316 OK
Alo
DESIGN CONTINUITY SPLICE TYPICAL:
V,:= 0.430-KIPS ALLOWABLE SHEAR FOR#12 SCREW INTO 16GA MATERIAL
Nl := 3 NUMBER OF SCREWS FOR CONNECTION
M,:= V,.N,-18.IN = 23.22-IN-KIPS ALLOWABLE MOMENT
mlos
— = 0.75 < 1.00 OK USE (3)#12 TEKS 18"A PART-WORSE CASE 10'SPANS
M,
POST DESIGN:
Pl := 1.600-KIPS REQUIREDAXIAL LOAD
USE 'C4"x2 1/2"xl8 GA, Fy= 55KSI H < 10'-0" SEE CFS OUTPUT FOR CALCS
THE WEB OF THE POST WILL BE ATTACHED TO THE WEB OF THE PURLIN WITH SCREWS. ONE
FLANGE OF THE POST WILL BE ATTACHED TO THE SHEAR WALLIPARTITION PANELS WITH
SCREWS.
POST TO PURLI N CONNECTION DESIGN:
V,3:= 0.308-KIPS ALLOWABLE SHEAR FOR#12 SCREW INTO 18GA MATERIAL
N3 := 6 USE (6)#12 TEKS
Pa := Va3-N3 = 1.848-KIPS P, = 0.87 < 1.0 OK
Pa
Pup:= [(0.6'Pn.1.2) – 0.6.(1.39-PSF)]-(Ld,*Llo) = 1.269-KIPS SHEAR DUE TO WIND UPLIFT
PUP
0.69 < 1.0 OK
Pa
Page 6
CFS Version 9.0.4 Page 1
Analysis: Analysis 25-126-5xlO.cfsa
3-Span Continuous Beam
Rev. Date: 8/16/2016 ROOF PURLINS, TYP
Printed: 8/16/2016
Member Check - 2010 North American Specification - US (ASD)
I il 11 1 111 1 111111 111111 1111 1 111111 111111 1111 1 111111 111111 1111 1 11 111111
Load Combination: D+S
Design Parameters at 10.000 ft, Right side:
VX* 1-6.,*0 o b �'-6 t Ly 2.764 ft Lt 2.764 ft
-66 6 b Ky 1.0000 Kt 1.0000
.S e c t ion:-4 Z I&.�c f s s
Material'T�pe: A6107 Class 2 Grade 55, Fy=55 ksi
Cbx 1.6667 Cby 1.0000 ex 0.0000 in
CmX 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange; Top k� 0 k
Red. Factor, R: 0.7 Lm 10.000 ft
Loads: P MX Vy My VX
(k) (k-in) (k) (k-in) (k)
Total 0.0000 -17.400 0.7250 0.000 0.0000
Applied 0.0000 -17.400 � 0.7250 0.000 0.0000
Strength 6.5692 19.286 3.8424 11. 908 4 .5963
Effective section properties at applied loads:
Ae 0.58626 in^2 Ixe 1.5446 in^4 Iye 1.0793 in^4
Sxe(t) 0.75363 in^3 Sye(l) 0.37827 in^3
Sxe(b) 0.79194 in^3 Sye(r) 0.39122 in^3
-qu4_'Tpns
NAS E,q-'..,,.C5,' 2.=L1, M�'*'.My):
"My'),
0
6 5
WAS; 7C
Maximum Shears, Moments, and Deflections
--UUU---UU-J--UUU---LLJU---UU-J--ULL---UUU---UUA--UUU---LJUU---ULJ-�--L--UUU--
Load Combination: D+S, Y Direction
Location Shear(l) Shear(r) Reaction
(ft) (k) (k) (k)
0.000 0.0000 0.5800 0.5800
10.000 -0.8700 0.7250 1.5950
20.000 -0.7250 0.8700 1.5950
30.000 -0.5800 0.0000 0.5800
Location Moment Location Deflection Inflections
(ft) (k-in) (ft) (in) (ft)
4.000 13.920 4.460 -0.37855 8.000
10.000 -17.400 11.127 0.02291 12.764
15.000 4 .350 15.000 -0.02864 17.236
20.000 -17.400 18.873 0.02291 22.000
26.000 13.920 25.540 -0.37855
Page 7
US Version 5.0.1 Page 1
Section: 4x2.5Zl6.sct Michael Dale, P.E.
4 x 2.5 Z 16 Gage Mako Steel, Inc.
LGSI Library 5650 El Camino Real,#235
Rev. Date: 1/112003 12:00:00 PM Carlsbad, California 92008
By: RSG Software Ph: 760/448-1760, Fax: 760/448-1761
mdale@makosteel.com
ON
Section Inputs
Material: A60'7 Class 2 Grade 55
No strength increase from cold work of forming.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 55 ksi
Tensile Strength, Fu 67.7 ksi
Warping Constant Override, Cw 0 in^6
Torsion Constant Override, J 0 in^4
Z-Section, Thickness 0.059 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deq) (in) Coef. (in) (in)
1 0.9110 -50.000 0.18750 None 0.000 0.0000 0.4555
2 2.3750 0.000 0.18750 Single 0.000 0.0000 1.1875
3 4.0000 90.000 0.18750 Zee 0.000 0.0000 2.0000
4 2.1250 0.000 0.18750 Single 0.000 0.0000 1.0625
5 0.9110 -50.000 0.18750 None 0.000 0.0000 0.4555
Full Section Properties
Area 0.58626 in^2 wt. 0.0019933 k/ft Width 9.9367 in
IX 1.5446 in^4 rx 1.6232 in Ixy 0.9856 in^4
SX(t) 0.75363 in^3 y(t) 2.0496 in a -38.359 deg
Sx(b) 0.79194 in^3 y(b) 1.9504 in
Height 4.0000 in
Iy 1.0793 in^4 ry 1.3568 in X0 -0.0258 in
Sy(l) 0.37821, in^3 X(l) 2.8533 in Yo -0.2314 in
Sy(r) 0.39122 in^3 x(r) 2.7588 in ]X -0.0186 in
Width 5.6122 in jy 0.2565 in
Il 2.3247 in^4 rl 1.9913 in
12 0.2993 in^4 r2 0.7145 in
Ic 2.6239 in^4 rc 2.1156 in Cw 2.7382 in^6
Io 2.6557 in^4 ro 2.1284 in 1 0.0006803 in^4
Page 8
CFS Version 9.0.4 Page 1
Analysis:Analysis 2.cfsa
10 ft Tall Beam-Column ROOF POSTS, TYP
Rev. Date: 8/16/2016 LP = 5-PSF UNIFORM PARTITION LATERAL LOAD
Printed: 8/16/2016
Member Check - 2010 North American Specification - US (ASD)
111111 11111 111111 111111 11111 111111 111111 11111 111111 11111 11111 11 111111
Load Combination: Combination 16 D + .75Lr + .75LP
Design Parameters at 5.000 ft:
b 6 b'.'f.'t Ly 10.000 ft Lt 10.000 ft
X Ky 1.0000 Kt 1.0000
ka����i a 1'F;1��:�',A`610'7'_Cla s s 2 Grade 55, Fy=57 ksi
Cox 1.1364 Cby 1.0000 ex -1.0000 in
CmX 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Top k� 0 k
Red. Factor, R: 0.7 Lm 10.000 ft
Loads: P MX Vy My VX
(k) (k-in) (k) (k-in) (k)
Total 1.2750 -2.813 0.0000 0.000 0.0000
Applied 1.2750 -2.813 0.0000 -2.372 0.0000
Strength 5.0748 10.664 2.4402 7.104 4 .0477
Effective section properties at applied loads:
Ae 0.44033 in^2 Ixe 1.2005 in^4 Iye 0.3653 in^4
Sxe(t) 0.60027 in^3 Sye(l) 0.42429 in^3
Sxe(b) 0.60019 in^3 Sye(r) 0.22284 in^3
X!AS Z E.4.' P Mk M'�- 0 '51 33 6 k- 0
.2 9 1'.Y� 0 ,4 0'.�8'7 .1.
XA S:L Zj..' 5 -Z': 1 2
q.
... ....... ...... .
Section does not meet all requirements of NAS D6.1.3.
Value of x in NAS D6.1.3 assumed to be 0.5.
Maximum Shears, Moments, and Deflections
DOO--- ---
Load Combination: Combination 16, Y Direction
Location Shear(l) Shear(r) Reaction
(ft) (k) (k) (k)
0.000 0.000000 -0.093750 -0.093750
10.000 0.093750 O.00OOCO -0.093750
Location Moment Location Deflection Inflections
(ft) (k-in) (ft) (in) (ft)
1.000 -2.8125 5.000 0.11913
Page 9
US Version 5.0.1 Page 1
Section: 4x2.5Cl8.sct Michael Dale, P.E.
Channel 42.50.50.0466 Mako Steel, Inc.
5650 El Camino Real,#235
Rev. Date: 7/29/2011 12-50:48 PM Carlsbad, California 92008
By: Michael Dale, P.E. Ph: 760/448-1760, Fax: 760/448-1761
mdale@makosteel.com
+
Section Inputs
Material: A607 Class 2 Grade 55
No strength increase from cold work of forming.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 55 ksi
Tensile Strength, Fu 65 ksi
Warping Constant Override, Cw 0 in^6
Torsion Constant Override, J 0 in^4
Part 3, Thickness 0.0466 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity -8.6389e-7 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.5000 270.000 0.18750 None 0.000 0.0000 0.2500
2 2.5000 180.000 0.18750 Single 0.000 0.0000 1.2500
3 4.0000 90.000 0.18750 Cee 0.000 0.0000 2.0000
4 2.5000 360.000 0.18750 Single 0.000 0.0000 1.2500
5 0.5000 270.000 0.18750 None 0.000 0.0000 0.2500
Full Section Properties
0EID-_--000---
Area 0.44045 in^2 wt. 0.0014975 k/ft Width 9.4517 in
Ix 1.2005 in^4 rx 1.6509 in Ixy 0.0000 in^4
SX(t) 0.60024 in^3 y(t) 2.0000 in (X 0.000 deg
Sx(b) 0.60024 in^3 y(b) 2.0000 in
Height 4.0000 in
Iy 0.3653 in^4 ry 0.9108 in X0 -2.0219 in
Sy(l) 0.42450 in^3 X(l) 0.8606 in Yo 0.0000 in
Sy(r) 0.22286 in^3 x(r) 1.6394 in ]X 2.7519 in
Width 2.5000 in jy 0.0000 in
T1 1.2005 in^4 rl 1. 6509 in
12 0.3653 in^4 r2 0.9108 in
Tc 1.5658 in^4 rc 1.8855 in Cw 1.1912 in^6
10 3.3664 in^4 ro 2.7646 in 1 0.0003188 in^4
Page 10
POST TO BASE AT CONCRETE SLAB
PuW� (6p,,3 — .6-D,).(Llo-Ld,) = 0.645-KIPS UPLIFT DUE TO WIND
N5 := 4 NUMBER OF SCREWS FOR CONNECTION
Pup3
- = 0.52
N5-Va3
USE (4)#12 TEKS AT POST BASE CLIP TO POST AND (1)CONCRETE ANCHOR
AT POST BASE CLIP TO SLAB
Pup,, := 0.968-KIPS USE 112" HILT[ KB-TZ WITH A MINIMUM OF 2" EMBEDMENT, WITH
SPECIAL INSPECTION
Page 11
Title Block Line 1 Project Title:
You can change this area Engineer: Project 10:
using the"Settings"menu item Project Descr:
and then using the"Printing&
Title Block"selection.
Title Block Line 6 Primo.i13 AUG 2016.10 21 AN!
1463AD;-l�C�l6�CALC8-�-',1\1463
k,
ff "F' tibbN V
il� q:kl,
X
C,
ROME 2�- X., NERCAL JNQ.Av
Description SLAB BEARING WALLS
6 #3 BARS AT 18" OC
�.b
Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-1 0 EACH WAY
Load Combinations Used : IBC 2012
,P
V06
er e I g
s�,
fc 2.50 ksi Phi Values Flexure 0.90
1/2
fr= fc 7.50 375.0 psi Shear 0.750
0.850
W Density 145.0 pcf
Ll Wt Factor 1.0
Elastic Modulus 2,850.Oksi
Soil Subgrade Modulus 70.0 psi (inch deflection) -AX�-- ft,-AKK
Load Combination IBC 2012
46
ty-Main Rebar 60.0 ksi Fy-Stirrups 40-0 ksi
36 In
E Main Rebar 29,000.0 ksi E-Stirrups 29,000.0 ksi
Stirrup Bar Size# # 3
Number of Resisting Legs Per Stirrup 2
Beam is supported on an elastic foundation,
...............-.............. ............................... .................................................................. ...................................................... ..................
D(O.3) Lr(1.3)W(O.765) L(O.45) D(O.3) Lr(1.3)W(O.765)
36"w x 4" h
Span=20.0 ft
............................................... ............ .................- ............ ................. ........................................... ................
rpis n.,dih :Do
(O"r", 9"
Rectangular Section, Width 36.0 in, Height 4.0 in
Span#1 Reinforcing....
243 at 2.0 in from Top,from 0.0 to 20.0 ft in this span
Service loads entered.Load Factors will be applied for calculations.
PIP, "Pq C:.A
Beam self weight calculated and added to loads
Load for Span Number I
Uniform Load: L=0.150 ksf, Tributary Width=3.0 fl
Point Load: D=0.30, Lr=1.30, W=0.7650 k 5.0 fl
Point Load: D=0.30, Lr=1.30, W=0.7650 k 15.0 fl
It S io S-
J I MM
I IWA i I�q ! " I!An,
Maximum Bending Stress Ratio 0.630: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in
Mu:Applied 1.762 k-ft Max Upward L+Lr+S Deflection 0.000 in
Mn*Phi:Allowable 1.895 k-ft Max Downward Total Deflection 0.026 in
Load Combination +1.20D+1.6OLr+0.50W+1,60 Max Upward Total Deflection 0.003 in
Location of maximum on span 15.059 ft
Span#where maximum occurs Span#1
Maximum Soil Pressure = 0.267 ksf at 5.11 ft LdComb: +D+0.750Lr+0.750L+0.4:
Allowable Soil Pressure = 750.0 ksf OK
.......... ............................I............ .............. .............................. ............. ...................... .......... .......... ......................................................................... ................. .......
qup
q!r;prnpjh1 s
Entire Beam Span Length Vu<PhiVc/2, Req'd Vs Not Reqd, usWstirnups spaced at 0.000 in
[Mai-ru'rn'�Forqes fres,
Load Combination Location(ft) Bending�tress Results (k-ft
Segment Length Span# in Span Mu:Max Phil%e 1�tress Ratio
MAXimum Sending Envelope
Span#1 1 15.059 1.76 1.89 0.93
+1.40D+1.60H
Title!Block Line 1 Project Title:
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Title Block Line 6 Pnraea:i6AUG 2011G.i021ANI
BdAfn b' ' "El
n, as i1cf6iiifid' tibm`�-
4, -.4A --7, .6.7
R
Description SLAB
Load Combination Location(ft) Bending Stress Results k-ft
Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio
Span#1 1 15.059 0.26 1.89 0.14
+1.20D+0.5OLr+1.60L+1.60H
Span#1 1 15.059 0.63 1.89 0.33
+1.20D+1.60L+0.50S+1.60H
Span#1 1 15.059 0.22 1.89 0.12
+1.20D+1.6OLr+0.50L+1.60H
Span#1 1 15.059 1.52 1.89 0.80
+1.20D+1.6OLr+0.50W+1.60H
Span#1 1 15.059 1.76 1.89 0.93
+1.20D+0.50L+1.60S+1.60H
Span#1 1 15.059 0.22 1.89 0.12
+1.20D+1,60S+0.50W+1.60H
Span#1 1 15.059 0.46 1.89 0.24
+1.20D+0.5OLr+0.50L+W+1.60H
Span#1 1 15.059 1.11 1.89 0.58
+1.20D+0.50L+0.50S+W+1.60H
Span#1 1 15.059 0.70 1.89 0.37
+1.20D+0.50L+0.70S+E+1.60H
Span#1 1 15.059 0.22 1.89 0.12
+0.90D+W+0.90H
Span#1 1 15.059 0.65 1.89 0.34
+0.90D+E+0.90H
Span#1 1 15.059 0.17 1.89 0.09
TPv M)Qmp, red J
Load Combination Span Max. DO Location in Span Load Combination Max."+"Defl Location in Span
Span 1 1 0.0265 5.111 0.0000 0.000
..........
96tand hear Inform ion,
Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in)
Load Combination Number (ft) (in) Actual Design (0) (k) (k) Req'd Suggest
+1.20D+1.60L+0.50S+1.60H 1 0.00 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 0.24 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhiVc/2 Not Recid 0.00 0.00
+1.200+1.60L+0.50S+1.60H 1 0.47 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 0.71 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhiVc/2 Not Recid 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 0.94 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 1-18 2.00 0.10 0.10 0.01 1.00 5.54 Vu<PhiVGt2 Not Recid 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 1.41 2.00 0.10 0.10 0.02 1.00 5.54 Vu<PhiVct2 Not Recid 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 1.65 2.00 0.12 0.12 0.02 1.00 5.54 Vu<PhiVc/2 Not Recid 0.00 0.00
+1.20D+O.5OLr+1.60L+1.60H 1 1.88 2.00 0.13 0.13 0,01 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50L+1.60H 1 2.12 2.00 0.16 0.16 0.01 1.00 5.54 Vu<PhiVGt2 Not Recid 0.00 0.00
+1.20D+1.6OLr+0.60W+1.60H 1 2.35 2.00 0.22 &22 0.02 1.00 5.54 Vu<PhiVc/2 Not Recid 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 2.59 2.00 0.29 0.29 0.07 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1-60Lr+0.50W+1.60H 1 2.82 2.00 0.37 0.37 0.13 1.00 5.54 Vu<PhiVGt2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 3.06 2.00 0.45 0.45 0.22 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 3.29 2.00 0.55 0.55 0.32 1.00 5.54 Vu<PhiVc/2 Not Recid 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 3.53 2.00 0.65 0.65 0.45 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 3.76 2.00 0.76 0.76 0.59 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 4.00 2.00 0.88 0.88 0.77 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 4.24 2.00 1.00 1.00 0.97 1,00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 4.47 2.00 1.13 1.13 1.21 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 4.71 2.00 1.26 1.26 1.47 1.00 5.54 Vu<PhiVcI2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 4.94 2.00 1.40 1.40 1.76 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 5.18 2.00 -1.30 1.30 1.59 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 5.41 2.00 -1.17 1.17 1.28 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 5.65 2.00 -1.05 1.05 1.00 1.00 5.54 Vu<PhiVc/2 NotReqcI 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 5.88 2.00 -0.93 0.93 0.75 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 6.12 2.00 -0.82 0.82 0.53 1.00 5.54 Vu<PhiVc/2 NotReqcI 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 6.35 2.00 -0.71 0.71 PaWl 3 100 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 6.59 2.00 -0.62 0.62 0.16 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 6.82 2.00 -0.53 0.53 0.01 1.00 5.54 Vu<PhiVc/2 NotReqcI 0.00 0.00
Title Block Line 1 Project Title: it
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Title Block Line 6 Pnwo.16 AUG 2016,10 21 AN!
3AD TM&MGAL W463,e 6'1,�,
.Beam`dh`,' I Tou''nJdAtidh
-'ENERCALC,'IfN, -V&.6A .67,:,�
Descrption: SLAB
;1 Vbifa(166 i Jn,-f fiDn"; 0
Span Distance V Vu (k) Mu d*Vu/Mu Phi.vc Comment Phi*Vs Spacing(in)
Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest
+1.20D+1.6OLr+0.50W+1.60H 1 7.06 2.00 -0.45 0.45 0.12 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 7.29 2.00 -0.38 0.38 0.23 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 7.53 2.00 -0.32 0.32 0.32 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 7.76 2.00 -0.26 0.26 0.40 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 8.00 2.00 -0.21 0.21 0.47 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 8.24 2.00 -0.17 0.17 0.52 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 8.47 2.00 -0.13 0.13 0.57 0.94 5.52 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 8.71 2.00 -0.10 0.10 0.60 0.67 5.41 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 8.94 2.00 0.09 0.09 0.08 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 9.18 2.00 0.09 0.09 0.09 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 9.41 2.00 0.10 0.10 0.09 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 9-65 2.00 0.10 0.10 0.09 1.00 5.54 Vu<PhiVG12 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 9.88 2.00 0.10 0.10 0.25 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 10-12 2.00 0.11 0.11 0.25 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1,60H 1 10.35 2.00 0.12 0.12 0.25 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 10.59 2.00 0.12 0.12 0.24 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 10.82 2.00 0.13 0.13 0.24 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50L+1.60H 1 11.06 2.00 0.15 0.15 0.55 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50L+1.60H 1 11.29 2.00 0.17 0.17 0.52 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50L+1.60H 1 11.53 2.00 0.21 011 0.49 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 11.76 2.00 0.25 0.25 0.52 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 12.00 2.00 0.30 0.30 0.47 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 12.24 2.00 0.35 0.35 0.40 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 12.47 2.00 0.42 0.42 0.32 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 12.71 2.00 0.49 0.49 0.23 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 12.94 2.00 0.57 0.57 0.12 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 13.18 2.00 0.65 0.65 0.01 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 13.41 2.00 0.75 0.75 0.16 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 13.65 2.00 0.85 0.85 0.33 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 13.88 2.00 0.96 0.96 0.53 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 14.12 2.00 1.08 1.08 0.75 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 14.35 2.00 1.20 1.20 1.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 14.59 2.00 1.33 1,33 1.28 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 14.82 2.00 1.46 1.46 1.59 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.60W+1.60H 1 15.06 2.00 -1.23 11.23 1.76 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 15.29 2.00 -1.10 1.10 1.47 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 15.53 2.00 -0.97 0.97 1.21 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 15.76 2.00 -0.85 0.85 0.97 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 16-00 2.00 -0.73 0.73 0.77 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0,50W+1.60H 1 16.24 2.00 -0.62 0.62 0.59 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 16.47 2.00 -0.52 0.52 0.45 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 16.71 2.00 -0.42 0.42 0.32 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 16.94 2.00 -0.33 0.33 0.22 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 17.18 2.00 -0.25 0.25 0.13 1.00 5.54 Vu<PhiVc/2 NotReqd 0.00 0.00
+1.20D+l.6OLr+0.50W+1.60H 1 17.41 2.00 -0.18 OA8 0.07 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.6OLr+0.50W+1.60H 1 17.65 2.00 -0.12 0.12 0.02 1.00 5.54 Vu<PhiVct2 NotReqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 17.88 2.00 0.09 0.09 0.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 18.12 2.00 0.10 0.10 0.00 1.00 5.54 Vu<PhjVc/2 NotReqd 0.00 0.00
+1.20D+1.60L+0.50S+1.60H 1 18.35 2.00 0.10 0.10 0.01 1.00 5.54 Vu<PhiVct2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 18.59 2.00 0.11 0.11 0.02 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 18.82 2.00 0.11 0.11 0.01 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 19.06 2.00 0.12 0.12 Pad,04 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 19.29 2.00 0.12 0.12 0.01 1.00 5.54 Vu<PhiVcI2 Not Reqd 0.00 0.00
+1.20D+0.5OLr+1.60L+1.60H 1 19.53 HO 0.11 0.11 0.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
TitIOBlock Line 1 Project Title:
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Title Block Line 6 Fmqo:i6 AUG 2016.10*2WO
N
0,
X
B e""A n' 'E I A i t i I d,F4 b U h d d t�
Description SLAB
"b4t 06d,111' 'n 1. A
a— 'On
Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in)
Load Combination Number (ft) (in) Actual Design (0) (k) (k) Req'd Suggest
+1.20D+0.5OLr+1.60L+1.60H 1 19.76 2.00 0.11 0.11 0.00 1.00 5.54 Vu<PhiVc/2 Not Reqd 0.00 0.00
Page 15
CHECK EXISTING SLAB UNDER POST FOR PUNCHING:
Pd := 0.30-KIPS ROOF DEAD LOAD P,:= 1.30-KIPS ROOF LIVE LOAD
P,:= 0.765-KIPS WIND LOAD
FIND LOAD COMBINATIONS REACTIONS
CASE#3: D+ (Lr+ S)
P31:= Pd + P,= 1.6-KIPS POINT LOADS
ASSUME:
t:= 4-IN ACTUAL SLAB THICKNESS fc:= 2500 PSI CONCRETE STRENGTH Fv:=-,F2-500-2-PSI
q,s:= 750-PSF ALLOWABLE SLAB SOIL PRESSURE
FIND SHEAR PERIMETER FOR ROOF POST MINI CLIP IS A'L'3 1/2"x2"x3/16"
t t
bo:= 2- 3.5 + — .IN + 2.(2 + — -IN = 27-IN
IN) IN)
CHECK SLAB IN FLEXTURE TO SPREAD LOAD OUT TO 750 PSF
REFERENCE:ACI 318 BUILDING CODE REQUIREMENT FOR STRUCTURAL PLAIN CONCRETE
COLUMN LOAD IS...
P3,= 1.6-KIPS
C) �"k Ul
BASE PLATE IS 3 1/2"x2" A:= 3.5.2-SI 7-SI
SLAB ON GRADE IS 4" THICK, I I YF -17 l;;i,
f'c = 2,500 PSI
LOAD FACTOR:
LF:= P,.1.7 + Pd-1.4 1.644
PS+ Pd
v111\1 IF:
AREA REQUIRED FROM SOIL CAPACITY _T ',T_
Areq := P3a = 2.133-SF L:=�_A_req = 17.527-IN
qas
ANALYSIS ASSUMES FULL DEPTH CRACK IN CONCRETE INA L 17.53-IN SQUARE AND
DESIGNS REMAINDERAS UNREINFORCED FOOTING
qu := LF.qa, = 1233-PSF
L— 3-IN 2
qu. 2
2 IN-LB t .1-IN Mu-IN
Mu := - 225.841. —S 2.667-Cl fb:= — = 84.691-PSI
2 IN 6 S,
Fb:= 5..65.�,Ff_c.PSI = 162.5-PSI > fb = 84.7-PSI OK
Page 16
CHECK PUNCHING SHEAR:
3-Pu
PU:= P3,-LF= 2.63-KIPS vu := — = 36.528-PSI
2-bo-t
Vu:= .65.4.-,Ff—c-PSI = 130-PSI > vu = 36.5-PSI OK
THE EXISTING 4"THICK SLAB ON GRADE APPEARS TO BE ADEQUATE
CHECK PERIMETER FOOTING DESIGN: END WALL-WORSE CASE
wp.ftg := (D,+ S).5.0-FT+ 10-FT-5PSF= 195-PLF UNIFORM LOAD ON FTG
q,:= 1500-PSF ALLOWAB LE SOI L B EARI NG
wp ftg
wpftgl := qa = 1.56-IN MINIMUM 12" V\11DE
MINIMUM STEEL REQUIRED:
A,:= (.5 2 IN)2.7T= 0.196-SI AREA OF (1)#4 REBAR Asreq := (12-IN-12-IN)-0.0018 = 0.259-Sl
Np.ftgl := �sreq = 1.32 USE A MIN (2)#4 REBAR
As
USE 12"xi2" FOOTING CONTINUOUS W/ (1)#4 REBAR CONTINUOUS TOP AND BOTTOM
Page 17
CHECK WALL PANEL DESIGNAND CONNECTIONS:
MATHCAD UNITS ARE...
IN := IL LB := IM Sl := IN 2 FT:= 12-fN SF:= FT' CI:= IN' KIPS:= 1000-LB
KSI:= 1000-LB PSF:= LB PLF := LB PSI:= LB E:= 29500-KSI Fy:= 55-KSI
si SF FT si
WIND: 126 MPH EXPOSURE "C"
CHECK WALL PANELS:
P,,4 37.56-PSF-0.6= 22.54-PSF =DESIGN WTNIID LOAD IN ZON E 4
Pw5 46.14-PSF-0.6= 27.8-PSF =DESIGN! WIND 1.OAD IN ZONE 5
CHECK IIANEUTO SPAN 4;'-3"BETWEEN SUPPORTS FOR WIND PRE,SSI RES.
FROM RkNEL PROPER'rIESTABI.E PER MzVNIUFACTURER(ATTACHED)FOR 26 GA.
TOP IN COMPRESSION SXP:= 0.0405-Cl IXP:= 0.0373-IN 4 (POSITIVE)
BOTTOM IN COMPRESSION S,,:= 0.0386-CI 1,,:= 0.0240.IN4 (NEGATIVEI
Lp:= 5.25-FT MAXPANELSPAN Fyp:= 80-KSI-0.75 = 60-KSl PANEL YIELD STRENGTH
PP:= 33.00-PSF MAXIMUM POSITIVE PRESSURE,PER MANUF SPEC'S
P,:� -34.50.PSF MAXIMUM NEGATIVE PRESSURE,PER MANUF SPEC'S
THERET-ORE, PANEL IS ADE0 I IA TF 4 T A 1,10 A.Rl_'.,jS k�Q.R 5�-3" SP-4.NS
CHECK WALL PANEL CONNECTION:.
DETERMINE REQUIRED SCREW SPACING FOR WIND SUCTION. PANEL WILL BE SCREWED DIRECTLY TO 18
GAUGE HORIZONTAL GIRTS,EAVE TRACKS,AND BASE TRACKS. THE ALLOWABLE PULLOUT FOR#12 TEK
INTO 18 GAUGE MATERIAL IS 0.132-KIPS*1.44=0.190-KIPS. THE ALLOWABLE PULLOVER FOR#12 TEK
THROUGH 26 GA MATERIAL IS 0.673-KIPS/3=0.224-KIPS
DESIGN PULLOUT FORCE IS.....
T3 := P,4-Lp'12-IN = 0.118-KIPS REQUIRED TENSION IN ZONE 4
T4:= P,5.LP*6-IN = 0.073-KIPS REQUIRED TENSION IN ZONE 5
T,2:= 0.190-KIPS ALLOWABLE TENSION
THEREFORE, USE 26GAMcELROY MULT-RIB PANEL SPANNING VERTICALLY BETWEEN T14E CONT EAVE
CHANNEL,HORIZONTAL GIRTS,AND CONT BOTTOM CHANNEL WITH(4)#12 SCREWS AT EACH
SUPPORT.
Page 18
CIO APOFIATE: 0,FFICE-45,0, Bb,� 11,Ii4t Sil"VEPORT, L A -0�t 74-18660-',� :FAX p,�,bi 7 1
4, 47-8b2�
T t"CXWN I CATI" Itt U INAMSETUN
Issue Date June 1,2006 No.07-235-06
Multi-Rib
36' COVERAGE
SECTION PROPERTIES
GAUGE FY EIGHT I kVa. I Pa-end Pa-int 1,,, S I� Se Ma
(KSI) (PSF) ip/ft Ibs/ft- Ilbs/ft. (in.4/ft.) I (in 3/ft kipMin./ft.I (in 4/ft ./ft kip-in./ft.
I I I I I (in ) 1
26 1 80.01 0.90 1 0,13987 1 161,44 1 282,01-1-0.0373 1 0.0405 1 1.4537 1 0_0240 1 0.0386 1 1�3857_1
1.Section properties are calculated in accordance with the 2001 AlSl North 4.Ix is for deflection determination.
American Specification for the Design of Cold-Formed Steel Structural Members. 5.Se is for bending.
2.Va is the allowable shear. 6.Me is the allowable bending moment.
3.Pa is the allowable load for web rripp4rig on end&interior supports 7.All values are for one foot of panel width.
Allowable Uniform Loads (PSF)
S 3an in Feet
Span Type Load Type
_50 ZOO 2_10 10 Q 3.50 400 4.50 5.0C -5�50 6.00 6.50 TOG 7.150 3.00 8.50 u.
Positive Wind 430 242 155 107 79 60 47 38 32 26 22 19 17 15 13 11
Negative Wind 410 230 147 102 75 57 45 36 30 25 21 18 16 14 12 11
Single Live 430 242 155 107 79 60 47 38 32 26 22 19 17 15 13 11
Deflection(LJ180) 966 407 208 120 76 50 35 26 19 15 11 9 7 6 5 4
Deflection(U240) 724 1 305 156 90 1 57 38 26 1 19 14 1 11 8 1 7 1 5 4 1 3 1 3
PositiveWind 359 213 140 98 73 56 44 36 30 25 21 18 16 14 17 11
Negative Wind 372 222 146 103 76 59 46 38 31 26 22 19 17 15 13 11
2 Span Live 359 213 140 98 73 56 44 36 30 25 21 18 16 14 12 11
Deflection(LJ180) 1912 806 413 239 150 100 70 51 38 29 23 18 15 12 10 8
Deflection(U240) 1434 605 1 309 179 112 75 53 38 1 29 22 17 14 11 9 7 6
PositiveWind 427 258 171 1 121 90 70 55 45 37 31 1 27 1 23 20 1 17 1 15 14
Negative Wind 442 266 178 127 94 73 58 47 39 33 28 24 21 18 16 14
3 Span Live 428 258 171 121 90 1 70 1 55 45 37 31 27 23 20 17 15 14
Deflection(L1180) 1497 631 323 187 117 78 55 40 30 23 18 14 11 9 8 6
Deflection(U240) 1123 473 242 140 88 59 41 30 22 17 13 11 8 7 6 5
PositiveWind 406 244 161 114 84 65 52 1 42 35 29 25 21 19 16 14 13
Negative Wind 420 253 168 119 88 68 54 44 1 36 30 1 26 1 22 19 17 15 13
4 Span Live 406 244 161 114 1 84 65 52 42 1 35 29 1 25 1 21 1 19 16 14 13
Deflection(IJ180) 1590 670 343 198 125 B3 58 42 32 24 19 15 1 12 10 8 7
�Deflch',n''(1140) 1192 503 257 149 93 62 44 32 1 24 18 14 1 11 1 9 7 6 5
Notes:
1.AJlowable uniform loads are based upon equal Span lengths.
2.Positive Wind is wind pressure and is NOT increased by 33 1/3%.
3.Negative Wind is wind suction or uplift and is NOT increased by 33 1/3%.
4.Live is the allowable live or snow load.
5.Deflection(IJ180)is the allowable load that limits the panel's deflection to L11 80 while under positive or live load.
6.Deflection(U240)is the allowable load that limits the panel's deflection to L/240 while under positive or live load.
7.The weight of the panel has NOT been deducted from the allowable loads.
8.Positive Wind,Negative Wind,and Live Load values are limited to combined shear&bending using Eq.C3.3.1-1 of the AlSl Specification.
9.Positive Wind and Live Load values are limited by web crippling using a bearing length of2".
10.Web crippling values are determined using a ratio of the uniform load actually supported by the top flanges of the section.
RATE 0,,rFx%
LWI$' JANIA
P�i
SOUTHEAST�QIVISt0N PEACHITREEL'Q i$A WESI-Ft3f jVYISION -:#0ELA.NT,)
V1310
KOM,HUA6T DI L IN SOYTtiWEST DIVISION - BOSMEq CITY�LA sIxEppASS,qkvls�ON- L WISPW�XY
'r )( 61 1 1&1 -i q - . �E
VMS Tt ASDI.W.ION -U�JiKEL�TX G)�EAT LAKEi'� VISION MARSHA-C,M11
CHECK EXTERIOR STUD BEARING WALLS:
DESIGN LOADS:
S:= 25-PSF ROOF SNOW LOAD D,:= 5-PSF ROOFDEADLOAD
PU := 54.49-PSF WIND UPLIFT PRESSURE
TOPTRACK DESIGN FOR 5'-0"SPAN LT:= 5.0-FT
ROOF DECK TO CONTRIBUTE 2'-6"FT.TO SIDE WALLS THEREFORE... �2b:= 1.67
WT:= (S+ D,)-2.5-FT= 75-PLF UNIFORM LOAD(L+D)
WT,,:= (0.6-P,, - 0.6-D,)-2.5-FT= 74.23-PLF UNIFORM LOAD(0.6W-0.6D)
MT:= WT.LT 2 = 2227-IN-LB MAXIMUM MOMENT
10
USE 'U'4-3116"x3"xl6 GA. S,, := 0.250-Cl I:= 0.498-IN 4
��b-MT
MY:= (S,)-Fy= 13750-IN-LB MY = 0.27 OK < 1.0
CHECK DEFLECTION
W-1-L 1,4 L-1,
A:= 0.0069- 0.04-IN 1577 > 180 OK
E-1
DESIGN CONTINUITY SPLICE: (INVERTTRACK AND SCREWEACH SIDE OF SPLICE)
USE (2)#12 SCREWS AT 6" SPACING
Va:= 0.430-KIPS= 0.43KIPS ALLOWABLE SHEAR FOR#12 TEKS INTO 16GA MATERIAL
M.1,
Ma:= Va-2-6-IN = 5160-IN-LB — = 0.43 OK
Ma
TOP TRACK CONNECTION TO STUDS:
USE(1)#12 SCREW FAC14 SIDE TO CONNECT TOP TRACK TO STUD. THIS CONNECTION IS NOT TO CARRY
SHEAR LOA D. THE STUD MUST BE DIRECTLY BEARING INTO TOPAND BOTTOM TRACKS.
Page 20
CFS Version 5.0.1 Page 1
Section: 4x3Ul6.sct Michael Dale, P.E.
Channel 4.18750-16 Gage MAKO Steel, Inc.
Rev. Date: 3/26/2007 1:53:35 PM
By: Michael Dale, P.E.
Section Inputs
000---1111:1=111E]---E100---LjLj-j--EIEIEI---E100
Material: A60-/ Class 2 Grade 55
No strength increase from cold work of forming.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 55 ksi
Tensile Strength, Fu 65 ksi
Warping Constant Override, Cw 0 in^6
Torsion Constant Override, J 0 in^4
Channel, Thickness 0.0566 in (16 Gage)
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angie Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 3.0000 180.000 0.18750 Single 0.000 0.0000 1.5000
2 4.1873 90.000 0.18-750 Cee 0.000 0.0000 2.0938
3 3.0000 0.000 0.18750 Single 0.000 0.0000 1.5000
Full Section Properties
--LJLJLJ---LJLJ-J--LJLJLJ---LJLJLA---LJLJ-J--LJLJLJ---LJLJLJ---LJLJ-J--UULJ---LJLJLJ---LJLJ-J--Lj--LJULJ--
Area 0.559V2 in^2 Wt. 0.0019030 k/ft Width 9.8891 in
Ix 1.7215 in^4 rx 1.7538 in Ixy 0.0000 in^4
SX(t) 0.82223 in^3 y(t) 2.0938 in 0.000 deg
Sx(b) 0.82223 in^3 y(b) 2.0938 in
Height 4.1875 in
Iy 0.5434 in^4 ry 0.9853 in X0 -2. 1253 in
SY(l) 0.58937 in^3 X(l) 0.9219 in Yo 0.0000 in
Sy(r) 0.26147 in^3 x(r) 2.0781 in 3x 2.9960 in
Width 3.0000 in jy 0.0000 in
Tl 1.7215 in^4 rl 1.7538 in
12 0.5434 in^4 r2 0.9853 in
Ic 2.2649 in^4 rc 2.0116 in CW 1.5722 in^6
10 4.7931 in^4 ro 2.9263 in 1 0.0005977 in^4
Page 21
CHECK EXTERIOR WALL GIRTS:
GIRT DESIGN FOR 5'-0"SPAN LG := 5.0-FT
ROOF DECKTO CONTRIBUTE 5'-6"FT.T0 SIDE WALLS THEREFORE...
WG:= Pw5-5.50-FT= 152.92-PLF UNIFORMWINDLOAD
WG LG 2
MG:= 8 = 5735-IN-LB MAXIMUM MOMENT
USE 'C'4"x2 1/2"xl8 GA. S,2:= 0.446-Cl 12 := 0.999-IN 4
Qb'MG
M, := (S,2)'Fy= 24530-IN.LB mx = 0.39 OK < 1.0
CHECK DEFLECTION
5WG-LG 4 LG
AG:= 0.07-IN — = 822 > 180 OK
-384-E-12 AG
V,2:= 0.308-KIPS 0.31-KIPS ALLOWABLE SREAR FOR#12 TEKS INTO 18GA MATERIAL
WG-LG PG
PG:= 2 0.38-KIPS 4'V,2 = 0.31 <1.00 OK
USE 'L'3"x3"xl6GA CLIP ANGLE WITH (4)#12 TEKS EACH LEG
Page 22
DESIGN STUDS SUPPORTING ROOF WITH WIND METAL SIDING-NON FIREWALL
FOR EXTERIOR SIDE WALLS
Rdl := (2.50-FT-5.0-FT)-D,= 0.063-KIPS ROOFDEADLOAD
Rll := (2.50-FT-5.0-FT).S= 0.313-KIPS ROOF SNOW LOAD
PER FOLLOWING ALLOWABLE AXIAL LOAD CALCULATIONS...
USE 'C'4x2 1/2xl8GA.POSTS UP TO 8'-6"HT.SPACEDAT 5'-0"OC WITH
HORIZONTAL G IRTS AT MID-HGHT
CHECK STUDS FOR COMBINED WIND
WIND LOADING @ 126 MPH,EXPOSURE C
P,, := 33).93-PSF ELEMENTS AND COMPONENTS IN ZONE4
Pw2 := 39.08-PSF ELEMENTSAND COMPONENTS IN ZONE 5
Hl := 8.50-FT HEIGHT OF ROOF POST Sl := 5.0-FT POST SPACING
WINDAT
a, := 4.25-FT HEIGHTOFGIRTAFF bl := H, – a, = 4.25-FT
HI
Wl := (P�',) = 144.2-PLF UNIFORM LOAD ON POST Pl := WI-Sl = 0.72-KIPS POINTLOAD
2
CHECK DEFLECTION:
H,
A, := 0.16-IN — = 638 OK
At
USE A MIN 26 GA METAL SIDING SPANNING VERTICALLY BETWEEN TOP TRACK/RAKE ANGLE/HORIZ
GIRT/ BOTTOM TRACK WITH 'C'4"x2 1/2"xl6GA POSTS AT 5'-0" ON CENTER WITH 2-ROWS OF
HORIZONTAL GIRTS EQUALLY SPACED AT 3'-10*'ON CENTER.
Page 23
CIFS Version 9.0.4 Page 1
Analysis:Analysis sw-8ft6.cfsa
8.5 ft Tall Beam-Column
Rev. Date: 8/16/2016 SIDE WALL ROOF POSTS, TYP
Printed: 8/16/2016
Member Check - 2010 North American Specification - US (ASD)
111111 1111 1 111111 111111 1111 1 111111 111111 H 1 111111 111111 11111 11 111111
Load Combination: D+0.75 (0.6W+L+Lr)
Design Parameters at 4.2500 ft, Left side:
Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
*..........
Material Type: A607 Class 2 Grade 551 Fy=55 ksi
Cbx 1.6612 Cby 1.0000 ex 0.0000 in
CmX 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k� 0 k
Red. Factor, R: 0 Lm 8.5000 ft
Loads: P MX Vy My VX
(k) (k-in) (k) (k-in) (k)
Total 1.5650 8.221 0.0000 0.000 0.0000
Applied 1.5650 8.221 0.0000 0.000 0.0000
Strength 8.3864 21.681 3.8424 10.830 4.8845
Effective section properties at applied loads:
Ae 0.58631 in^2 Ixe 1.5596 in^4 lye 0.5325 in^4
Sxe(t) 0.77980 in^3 Sye(l) 0.56131 in^3
Sxe(b) 0.77980 in^3 Sye(r) 0.34321 in^3
Interaction Equations
NAS Eq. C5.2.1-1 (P, Mx, My) 0.187 + 0.405 + 0.000 = 0.592 <= 1.0
NAS Eq. C5.2.1-2 (P, Mx, My) 0.120 + 0.379 + 0.000 = 0.499 <= 1.0
NAS Eq. C3.3.1-1 (MX, VY) Sqrt(O.138 + 0.000)= 0.371 <= 1.0
NAS Eq. C3.3.1-1 (my, VX) Sqrt(O.000 + 0.000)= 0.000 <= 1.0
Maximum Shears, Moments, and Deflections
--UULJ---Liu-]--LJUIJ---ULJU---UU-J--LJLJLJ---LJLJLJ---LIU-J--LJUU---UULJ---ULJ-J--U--LJLJLJ--
Load Combination: D+0.75(0.6W+L+Lr) , Y Direction
Location Shear(l) Shear(r) Reaction
(ft) (k) (k) (k)
0.0000 0.00000 0.16200 0.16200
8.5000 -0.16200 0.00000 0.16200
Location Moment Location Deflection Inflections
(ft) (k-in) (ft) (in) (ft)
4.2500 8.2215 4.2500 -0.15569
Page 24
SIMPLE DOOR JAMB SPAN
MATHCAD UNITS ARE...
LB–_ 1M IN =_ 1L FT–= 12-IN SI IN 2 SF –_ FT2 CI IN' KIPS =_ 1000-LB
LB LB LB LB
PSF=_ — PSI — PLF — KSI 1000.— Fy 55 KSI E=_ 29500.KSI
FT 2 IN 2 FT IN 2
DESIGN LOADS:
ROOF LIVE LOAD Lr:= 25.0-PSF ROOFDEADLOAD Dr:= 5.0-PSF
WIND LOADING @ 126 MPH
HORIZONTAL--> P,:= 20.23-PSF UPLIFT --> P,:= 54.49-PSF
MOMENT: Ll := 8.67-FT DOOROPENING Qb:= 1.67
w:= (Lr+ Dr).2.5-FT– 75-PLF UNIFORM LOAD S 4-D
U-1wi := (0.6Pu + 0.6-Dr).2.5-FT= 89.2-PLF UNIFORM LOAD 0.6W-0.61)
uAv 1-L,
M := — = 8.049-IN-KIPS MAXIMUM MOMENT
10
TRYA COMIBINE'U'4-3/16"x3"xl6GA CONTINUOUS TOP TRACK
TOPTRACK— Syel := 0.2507-Cl Iyel := 0.4985-IN 4 HEADER=> Sye2 := 0.2081-Cl lye2:= 0.3099-IN 4
M nbl (Syel)-Fy= 13.788-I N-KI PS NOMINAL ALLOWABLE BENDING MOMENT
Qb-M 0.975 OK < 1.0
Mnbl
MODULOUS OF ELASTICITY REQUIRED:
lyreq:= 0.0069 u)wl-Ll 4 – 0.353-IN 4 < lyel = 0.499-IN 4 OK
Ll
E.-
180
CHECK HEADER FOR WIND LOADING DESIGN: HEADER=> Sxe2 := 0.4463-Cl lxe2 := 0.9995-IN 4
MOMENT:
ww:= (0.6-Pw).2.0-FT= 24.276-PLF UNIFORM LOAD
ww.Ll 2
Mw:= — = 2.737-IN-KIPS MAXIMUM MOMENT
8
M nb2:= (Sxe2)-Fy= 24.547-I N-KI PS NOMINAL ALLOWABLE BENDING MOMENT
Qb'Mw = 0.186 OK < 1.0
Mnb2
MODULOUS OF ELASTICITY REQUIRED: USE A CONTINUOUS'U'4 3/16"xYx I 6GA TOP TRACK
WITH A'C'4"x2 1/2"x I 8GA 14EADER
5-ww-Ll 4 -81 -IN 4 < 4 OK
lxreq:= — Ll Ixe2 1-IN
384-E--
180
Page 25
CHECK DOORJAMB HEIGHT AND SPACING FOR 'C4"x21/2"xl8 GAUGE JAMBS.
S,el := 0.4463-Cl SECTIONMODULUS
W:= 6.. 16
126 MPH DESIGN
Pw3:= 33.93-PSF-0.6 = 20.36-PSF WINDPRESSURE
W-FT
w3W:= Pw3 2
f=,,S,)xe 1 8W L3W
L3W:= 13W:= —
Fw3 12
13
12
LL
w
Lu 13W
0
9
81
7
6 8 10 12 14 16
w
PIER SPACING, FT
Page 26
CHECK DOOR JAMB HEIGHTAND SPACING FOR 'C'4"x2l/2"xl6 GAUGE JAMBS.
S,e3:= 0.673-Cl SECTION MODULUS
126 MPH DESIGN
Pw3= 20.36-PSF WINDPRESSURE
xe�3T8W L5W
L5W:=
nb w3 15W:= 12
6
14
F-
LL
w
m
Lu 15W 12
m
0
8
6 8 10 12 14 16
w
PIER SPACING, FT
Page 27
MAKO STEEL, INC.
STRUCTURAL CALCULATIONS BLTILDING'A'
MATITCAD UNITS ARE...
LB=- 1M IN =- 1L SI =- IN 2 CI =- IN 3 FT-- 12-IN SF =- FT 2 PCF=- LB KIPS -- 1000-LB
FT 3
PSI -- LB PLF =- LB PSF LB KSI -- 1000. LB Fy:= 55-KSI E -- 29500-KSI
IN 2 FT FT 2 IN 2
DESIGN LOADS:
S := 25-PSF ROOF LIVE LOAD Dr:= 5-PSF ROOFDEADLOAD
Dw:= 4-PSF EXTERIOR METAL WALL DEAD
WIND LOADING @ 126 MPH,EXPOSURE C
Ps30.A:= 30.49-PSF ZONEA Ps30.C:= 20.23-PSF ZONE C
SEISMICFACTOR Cs:= 0.163 LFSW p:= 1.3
TRANSVERSE DESIGN
Hl := 10.0-FT TOTAL HEIGHT OF BUILDING He:= 8.50-FT EAVE HEIGHT OF BUILDING
Wl := 30.0-FT WTDTHOFBUTLDING Lj :� 130.-FT LENGTH OF BUILDING
Tw:= 10.0-FT TYPICAL TRIBUTARY LOAD TO SHEAR WALLS
T15:= 15.OFT TRIBUTARY LOAD TO SHEAR WALLS
WIND DESIGN:
LI)wA:= (Ps3C.A'0.6)-[-�e- , (Hl - He 105.2-PLF
2
He
Lowc:= (Ps30.C-0.6)-[ 2 + (Hj - He 69.8-PLF GOVERNS
SEISMIC DESIGN:
He
Eh:= (D,.Wl + 2-Dw. 2 )-CS-p-0.7 23-PLF
WIND GOVERNS IN THE TRANSVERSE DIRECTION
Page 28
CHECK SHEARWALLS: TYPICAL
Ls,:= 30.0-FT LENGTH OF SHEARWALLS
F,:= wC-T15= 1.047-KIPS FORCE AT EACH SHEARWALL
F,
V:= — = 35-PLF AT EACH ST-TEARWALL
Ls,
USE 29GA. 'U'-PANEL OR EQUALLY APPROVED SHEARWALLS WITH 'C' POSTS AT 6-ff'AND(6)#12
SCREWS TO EACH POST AND(1)#12 STITCH SCREW AT 20" OC,
Vail = 90 PLF, SEE ATTACHED WALL TYPE 2
CHECK BASE SHEAR RESISTED BY EXPANSION
Vl := v-5-FT= 0.174-KIPS REQUIRED SHEAR
Val := 1.20-KIPS = 0.75 KIPS ALLOWABLE SI]EAR FOR HILTI KB-TZ
1.6
CHECK OVERTURNING
He+ H,
L50:= 10.0-FT CHECK WALL LENGTH H,:= — = 9.25-FT ROOF MEAN HEIGHT
2
M,,:= (v-L50)-H,= 3.228-FT-KIPS OVERTURNING MOMENT
RESISTING MOMENT DUE TO DEAD LOAD
L50
Mr:= (0.6-Dr).(L50-T,,).— = 1.5-FT-KIPS
1 2
Tl := Mo– Mr = 0.1173-KIPS REQUIRED TENSION PER ANCHOR
L50
Tal := 0.940-KIPS = 0,588 KIPS ALLOWABLE TENSION
1.6
USE(1)1/2"�HILT[KB-TZ WITH A MINIMUM OF 2"EMBEDMENT AT 5'-0"OC,WITH SPECIAL
INSPECTION.
Page 29
LONGITUDINAL DESIGN:.
WIND DESIGN:
H,
WwCL:= (Ps30.C'0-6,)' 2 ) = 56-PLF ZONEC
SEISMIC DESIGN: UNIFORM SEISMIC LOAD
Hm
EhL:= D,11 + 2-Dw- CS-p-0.7= 85.6-PLF GOVERNS
1 2
SEISMIC GOVERNS IN THE LONGITUDINAL DIRECTION
SITEARWALLS TRIBUTARYLOAD WIDTH TL:= Wl = 30-FT WORSE CASE
CHECK EXTERIOR SHEARWALLS:
FEL := EhL-TwL= 2.569-KIPS TOTAL SEISMIC LOAD
FEL
V3L:= — = 19.76-PLF ATEACH SHEARWALL
Ll
USE 26GA. MULTI-RIB SIDING PANEL SHEARWALLS WITH'C' POSTS AT 5'-6"AND(4)#12 SCREWS TO
EACH POST AND(1)#12 STITCH SCREWAT 20"OC,Vall = 116 PLF, SEE ATTACHED WALL TYPE 13
CHECK BASE SHEAR RESISTED BY EXPANSION ANCHORS
V3L:= V3L.5-FT= 0.099-KIPS REQUIRED SHEAR PER ANCHOR
Val = 0.75-KIPS ALLOWABLE SHEAR FOR 14TLTI KWTK BOLT
USE(1)1/2"CONCRETE ANCHOR AT EACH ROOF POST(5'-0"OC)WITH SHOTPINS AT 2 4"OC
CHECK INTERIOR SHEAR WALL:
USE 29GA. 'U'-PANEL SHEARWALLS WITH 'C' POSTS AT T-O", MAX PANEL SPAN IS 6'-0--AND(6)#12
SCREWS TO EACH POST AND (1)#12 STITCH SCREW AT 20" OC,
Vall = 90 PLF, SEE ATTACHED WALL TYPE 2
CHECK BASE S14EAR RESISTED BY EXPANSION ANCHORS
VIL:= V3L'10-FT= 0.198-KIPS REQUIRED SHEAR PER ANCHOR
Val = 0.75-KIPS ALLOWABLE SHEAR FOR HILTI KWIK BOLT
USE(1)1/2"CONCRETE ANCHORAT 10'-0"OC(AT EACH ROOF POSTS)WITH(2)SHOTPINS AT EACH
VERTICAL GIRTS(5'-0"FROM ROOF POSTS)
Page 30
CHECK 18GA METAL PIER SYSTEM:
Rp:= 0.7EhL-TwL = 0.899-KIPS TOTALFORCE Np:= 30 NUMBER OF PIERS
2
Fp:,= 1p = 0.03-KIPS TOTAL FORCE AT THE TOP OF EACH PIER
Np
Mop:= Fp-He= 0.255-FT-KIPS OVERTURNING MOMENT
Sp,,:= 5.8164-Cl EFFECTIVE SECTION MODULUS OF BUILT-UP METAL PIER SYSTEMS USING 26GA METAL
PIER WRAP WITH'C'4"x2 1/2"x I 6GA JAMBS AT EACH END.
1.67-Mop 0.018 < 1.00 OK
Sp,e.50.KSI
CIIECK26 GA.COVER SCREW ATTACHMENT TO DOOR JAMBS
FP*He
Tpier:� = 22.5-PLF SHEAR ALONG DOORJAMB S Vscre, 151-lb ALLOW.SHEAR#12,
16-IN-He 26 GA TO 16 GA
SPACING1:= Vscrew = 36.6.IN MAXIMUM SPACING AT 36"OC
Tpier
USE#12 SCREWS AT 30"TO ATrACH 26 GA.PIER COVER TO JAMBS
RESISTING MOMENT DUE TO DEAD LOAD
Mrp:= 0.6.(3-PSF)-(T,,.H,.).8.IN= 0.102-FT-KIPS
Tp:= MOP— Mrp — 0.141-KIPS REQUIRED TENSION
16-IN— 3-IN
Va5'= 1.025-KIPS-0.7 = 0.718KIPS ALLOWABLE SHEAR
Ta5:= 1.50-KIPS-0.7= 1.05KIPS ALLOWABLE TENSION
USE(1)1/2�HILTI KB-TZ WITH A MINIMUM OF 3 1/4"EMBEDMENT AND A MINIMUM EDGE DISTANCE OF
3"AT EACH END OF PIER,(2)TOTAL PER PIER,SPECIAL INSPECTION REQUIRED.
Page 31
CIFS Version 9.0.4 Page 1
Section: C4x16-METAL-PlER-SYSTEM.sct
4 x 2.5 C 16 Gage
LGS1 Library 16" LONG METAL PIERS SYSTEM WITH
Rev. Date: 3/20/2007
By: Michael Dale, P.E. 'C'4"x2 1/2"xl 6GA DOOR JAMBS &
Printed: 8/16/2016 26GA METAL PIER WRAP ATTACHED TO
JAMBS WITH #12 TEKS PER CALCS
Section Inputs
Material: A607 Class 2 Grade 55
No strength increase from cold work of forming.
modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 55 ksi
Tensile Strength, Fu 67.7 ksi
Warping Constant Override,, Cw 0 in^6
Torsion Constant Override, J 0 �n^4
Connector Spacing 0 in
C-Section, Thickness 0.059 in
Placement of Part from Origin:
X to center of gravity -7.0338 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7730 270.000 0.18750 None 0.000 0.0000 0.3865
2 2.5000 180.000 0.18750 Single 0.000 0.0000 1.2500
3 4.0000 90.000 0.18750 Cee 0.000 0.0000 2.0000
4 2.5000 0.000 0.18750 Single 0.000 0.0000 1.2500
5 0.7730 -90.000 0.18750 None 0.000 0.0000 0.3865
Part 3, Thickness 0.059 in
Placement of Part from Origin:
X to center of gravity 7.0338 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7730 90.000 0.18750 None 0.000 0.0000 0.3865
2 2.5000 360.000 0.18750 Single 0.000 0.0000 1.2500
3 4.0000 270.000 0.18750 Cee 0.000 0.0000 2.0000
4 2.5000 180.000 0.18750 Single 0.000 0.0000 1.2500
5 0.7730 90.000 0.18750 None 0.000 0.0000 0.3865
Page 32
CFS Version 9.0.4 Page 2
Section: C4x16-METAL-PlER-SYSTEM.sct
4 x 2.5 C 16 Gage
LGSI Library
Rev. Date: 3/20/2007
By: Michael Dale, P.E.
Printed: 8/16/2016
Channel, Thickness 0.0176 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 1.3216 in
Outside dimensions, Open shape
Length Angle Radius WeID k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 4.000 90.000 0.18750 Single 0.000 0.000 2.000
2 16.000 360.000 0.18750 Cee 0.000 0.000 8.000
3 4.000 270.000 0.18750 Single 0.000 0.000 2.000
Full Section Properties
Area 1.5914 in^2 wt. 0.0054109 k/ft Width 43.671 in
Tx 4.216 in^4 rx 1.6277 in Ixy 0.000 in^4
SX(t) 2.5519 in^3 Y(t) 1.6522 in a 90.000 deg
Sx(b) 1.1/959 in^3 y(b) 2.3478 in
Height 4 .0000 in
Ty 73.848 in^4 ry 6.8120 in XQ 0.0000 in
SY(l) 9.2310 in^3 X(l) 8.0000 in Yo 2.6395 in
Sy(r) 9.2310 in^3 x(r) 8.0000 in jx 0.0000 in
Width 16.0000 in jy -4 .5912 in
Il 73.848 in^4 rl 6.8120 in
12 4.216 in^4 r2 1.6277 in
IC 78.064 in^4 rc 7.0038 in Cw 30.160 in^6
To 89.151 in^4 ro 7.4846 in 1 0.0014039 in^4
Fully Braced Strength - 2010 North American Specification - US (ASID)
000--- ME---0=0-000--
Material Type: A607 Class 2 Grade 55, Fy=55 ksi
Compression Positive Moment Positive Moment
Pao 24.368 k Maxo 41.28 k-in Mayo 159.95 k-in
Ae 0.88609 in^2 Txe 3.125 in^4 Tye 56.304 in^4
Sxe(t) 1.5010 in^3 Sye(l) 8.9092 in^3
Tension Sxe(b) 1. 6295 in^3 Sye(r) 5.6164 in^3
Ta 52.413 k
Negative Moment Negative Moment
Maxo 39. 92 k-in Mayo 159.95 k-in
Shear Ixe 3. 664 in^4 Tye 56.304 in^4
Vay 7.940 k Sxe(t) 2.4817 in^3 Sye(l) 5.8164 in^3
Vax 9.800 k Sxe(b) 1.4517 in^3 Sye(r) 8.9092 in'3
Channel element 1 w/t exceeds 60.
Channel element 2 w/t exceeds 200.
Channel element 3 w/t exceeds 60.
Page 33
ftYRIN A IM -VW
MBCI 'U' & 'R' PANEL SHEAR WALLS
MARK PANEL CAGE SPAN #12 TEKS TO #12 SIDELAP ALLOWABLE ALLOWABLE
NO. (FEET) SUPPORTS SPAC'G (IN) WIND SEISMIC
.....................
lul
29 5'-0" 6 12" 102 PLF 95 PLF
2 lul 29 5'-0" 6 20" 96 PLF 90 PLF
Alul
26 5'-0" 6 12" 149 PLF 140 PLF
4 lul 26 5'-0" 6 20" 140 PLF 132 PLF
lul 29 2'-6" 6 12" 196 PLF 184 PLF
5
6 U 29 2'-6" 6 20" 184 PLF 173 PLF
lul
7 26 2'-6" 6 12" 287 PLF 270 PLF
lul 26 2'-6" 6 20" 270 PLF 254 PLF
R' 26 5'-0" 6 12" 206 PLF 194 PLF
'R' 26 5'-0" 6 20" 194 PLF 183 PLF
'R' 26 4'-0" 6 12" 189 PLF 201 PLF
'R' 26 4'-0" 6 20" 178 PLF 189 PLF
MULTI— 26 5'-6" 4 20" 123 PLF 116 PLF
�ARIB
FU 1— 26 5'-0" 4 20" 164 PLF 154 PLF
RLI'TB
NOTES:
1. USE A MINIMUM 18GA (Fy=55KSI) FRAMING MEMBERS.
2. THE PANEL YEILD STRENGTH IS 80 KSI.
3. THE PANEL VALUES MAY BE DOUBLED IF ON BOTH SIDES. IF TWO
DIFFERENT PANELS ARE USED, THE VALUE OF THE LOWEST STRENGTH PANEL
MAY BE DOUBLED. Page 34
OVIMARIVIJM! Moi FASTENER TECHNICAL INFORMATION
C)
PULL OUT STRENGTH VALUES(POUNDS ULTIMATE)
PLYWOOD OSB HARDISOFT WOOD
3/4" 5181, 1/2" 5181, 7116" SPRUCE FIR OAK PINE
7THISSREMAD
WOO!7
R
WOODSCREW
461 461 391 96 375 405 693 464
f#MB x
PANCMEHEAD
WOODSCREW
715 600 447 224 684 725 935
765
#10 x 1"
WOODSGREW
584 540 183 710 825 1130 1170
#10 x 1"'I h"
WOODSCREMW
578 439 430 212 710 780 1025 930
#14 x
FASTENER STEEL
S/ 1/4" 3/16" 10 GA 12 GA. 14 GA 16 CA 18GA 22GA
PANCAKEHEAD
DRILLER NA NA NA 1630 960 814
#10 x 1"
_ALFOR111ING ----
SELF DRILLER
NDWASHER
CA 22
WrXMS;2, NA. NA 3BOO 1697 1151 687 435 8 �T.
W/el 4 x 11/2ff
SELF DRILLER
3450 3450 3450 1850 1134 770 484 301
#12-140".11/2"
SELF OHILLER
NA NA 2900 1850 1134 770 484 301
#12-14 x 11/4 1'/;,
SELFOR100
STITCH
INA NA NA NA NA NA
114X'
OR
DEKFAST metal sales
NA NA NA NA NA NA .-uf9Cb&kM cowsoo,
Corporme Otfice
(812)246-11935
0 Metal Sales Manufactu6ng CorpowloTV Subjed to change Without notice/EffectW Data 6f99 www.mllsates.com
Page 35
FASTENER TECHNICAL INFORMATION
PULL OVER STRENGTH VALUES'(POUNDS ULTIMATE)
SEAM-LOC 24 18 CA 20 CA 22 CA STEEL 24CA' 26 CA 29 CA
TRUSS HEAD
WOODSCREW
SNAP-LOC 24
7r� NA NA NA 732 578 462
VERTICAL SEAM #8 x
PANCAKE HEAD
Fl--.j
WOODSCREW
PRO-LOC I
1900 1605 1335 985 742 602
PH O-LOC 11 #1 a 1"
x
WOODSCREW
PRO-LOC III NA NA NA 790 658 477
MINI-BATrEN flux 11,11
L---------in WOODSCREW
MAXI-BATTEN 3/16"Pre 3/16"Pre 3116"Pre 3/16"Pre
3/16"Pre I/8"Pre
.2056 1613 1417 845
670 593
IMAGE 11
STEEL
114, 1
SOFf IT PANEL 18 CA 20 CA 22GA 24 CA 26 CA 29 CA
PANCAKEHEAD
r__ DRILLER
'-SfILE 1900 1605 1335
985 742 575
#10 x 1*
IC72-PANEL WoRums
SE HILLER
R-PANEL 2053 1770 1355 1020 682 524
#114-14 x 1112"
U-PAWEL —3wmuma
low
SPAN-LINE 36 f]*W!m> 1645 1307 1138 787 673 541
#1 2;w14DxfL1
SPAN-LINE 36A
SFE—LFORILLER
TLINE 32 2030 1717 1525 1020 763
582
...........
PRO-PANEL 11
STITCH
CLASSIC RIB NA 1567 1450 877 753 590
#14
5V CRIMP
11EKf T
metalsaies
ffwgdwwdv wm0fasm NA NA NA NA NA
NA
Corporm oft
(612)246-19M
www-musat".com
0 M"S6149 Martufactuft 0wWaWV SubJW to Mange wkhDA noUW EffecOm[We a
Page 36
TABLE 2—ALLOWABLE TENSILE PULL-OUT LOADS(PNOTI.0),pounds-force"'�3,4.5
Steel F.-45 ksi
Applied Factor of Safety,0=3.0
Screw Nominal Design thickness of member not in contact with the screw head(in.)
Designation Diameter
(in.) 0.036 0.048 0.060 0.075 0.090 D.105 0.135
#6-20 0.138 63 84 106 132 158 185 238
#8-18 0.164 75 100 125 157 188 220 282
#10-12,#10-16 1 0.190 87 116 145 182 218 254 327
#12-14,#12-24 0.216 99 165 207
1 132 248 289 373
0.2 153 191 239 287 333
'/4-14 0 115 4730 7]
For SI:I inch=25.4 mm,1 lbf=4.4 N,I ksi 6.89 MPa,
'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5,
respectively must be used for design.
2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables.
3 The allowable pull-out capacity for other member thicknesses can be determined by interpolating within the table.
'To calculate LRFD values,multiply values in table by the ASID safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5.
5For F.�t 65 ksi steel,multiply values by 1.44.
TABLE 3—ALLOWABLE TENSILE PULL-OVER LOADS(PNovM)o po un cis-force','-'-"'
Steel F�=45 ksi
Applied Factor of Safety,n=3.0
Washer or Design thickness of member in contact with the screw head(in.)
Screw Head —
Designation Diameter 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135
(in.) I I I I I I I
Hex Washer Head(HWH)or High Hex Washer Head(HHWH)
#8_18 0.335 225 271 363 453 567 680 790 1020
#10-16 0.399 268 323 430 540 673 807 943 1210
#12-14,#12-24 0,415 279 337 447 560 700 840 980 1260
1/,-14 0.500 336 407 540 677 843 1010 1180 1520
Phillips Pan Head(PPH)
#8_18 0.311 210 252 336 420 525 630 735 945
#10-16 0.364 246 295 393 491 614 737 860 1106
Phillips Truss Head(PTH)
#8-18 0.433 292 351 1 468 1 565 731 877 1023 1315
Phillips Pan Framing Head(PPFH)
#7-18 0.303 205 245 1 327 1 409 511 614 716 920
Phillips Pancake Head(PPCH)
#10-16 0.409 276 331 1 442 1 552 690 828 966 1242
Phillips Flat Truss Head(PFTH)
#10-12 0.364 246 295 393 491 614 737 860 1106
For SI:1 inch=25.4 mm, 1 lbf=4.4 N, 1 ksi=6.89 MPa.
'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5,
respectively must be used for design.
2ANSIIASME standard screw head diameters were used in the calculations and are listed in the tables.
3The allowable pull-over capacity for other member thicknesses can be determined by interpolating within the table.
4 To calculate LRFD values,multiply values In table by the ASD safety factor of 3.0 and multiply again with the LRFD(P factor of 0.5.
6For F.2 65 ksi steel,multiply values by 1.44.
Page 37
TABLE 4-ALLOWABLE SHEAR(BEARING)CAPACITY OF SCREW CONNECTIONS OF COLD-FORMED STEEL,lb -2.3.4,5
Steel F.=45 ks!
Applied Factor of Safety,C)=3.0
Design
Nominal thickness of Design thickness of member not in contact with the screw head(in.)
Screw Diameter member in
Designation (in.) contact with
screw head, 0.036 0.048 0,06D 0.075 0.090 0.105 0,135
(in.)
0.036 174 239 239 239 239 239 239
0.048 174 268 319 319 319 319 319
0.060 174 268 373 400 400 400 400
#8-18 0.164 0.075 174 268 373 497 497 497 497
0.090 174 268 373 497 597 597 597
0.105 174 268 373 497 597 697 697
0.135 174 268 373 497 597 697 897
0.036 188 277 277 277 277 277 277
0.048 188 289 370 370 370 370 370
#10-12 0.060 188 289 403 463 463 463 463
0.190 0.075 188 289 403 563 577 577 577
#10-16 0.090 188 289 403 563 693 693 693
0.105 188 289 403 563 693 807 807
0.135 188 289 403 563 693 807 1040
0.036 200 309 315 315 315 315 315
0.048 200 308 420 420 420 420 420
#12-14 0.060 200 308 430 523 523 523 523
0,216 0.075 200 308 430 600 657 657 657
#12-24
0.090 200 308 430 600 787 787 787
0.105 200 308 430 600 787 920 920
0.135 200 308 430 600 787 920 1180
0.036 215 340 363 363 363 363 363
0.048 215 331 467 487 487 487 487
0.060 215 331 463 607 607 607 607
114-14 0.250 0.075 215 331 463 647 760 760 760
0.090 215 331 463 647 850 910 910
0.105 215 331 463 647 850 1060 11060
0.135 215 331 463 647 850 1060 1370
For SI:1 inch 25.4 mm,1 lbf 4.4 N.1 ksi=6.89 IVIPa.
'The lower of the allowable shear(bearing)and the allowable fastener shear strength found in Tables 4 and 5,respectively must be used for
design.
2ANSIIASME standard screw diameters were used in the calculations and are listed in the tables
'The allowable bearing capacity for other member thicknesses can be determined by interpolating within the table.
'To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4)factor of 0.5.
'For F.�t 65 ksi steel,multiply values by 1.44.
Page 38
TABLE 5—FASTENER STRENGTH OF SCREW
NOMINAL FASTENER STRENGTH ALLOWABLE FASTENER STRENGTH'
SCREW DIAMETER DETERMINED BY TESTING
DESIGNATION (IN.) Tension,Pt, Shear,P. Tension(Pt,/Q)' Shear(P.J.0)2-3
(lb) (lb) (lb) (lb)
#6-20 0.138 1000 890 335 295
#7-18 0.151 1000 890 335 295
#8-18 0.164 1000 1170 335 390
#10-12 0.190 2170 1645 720 550
#10-16 0.190 1370 1215 455 405
#12-14 0.216 2325 1880 775 625
#12-24 0.216 3900 2285 1300 760
'/,-14 1 0.250 4580 2440 1 1525 1 815
For SI: 1 inch=25.4 mm,1 lbf=4.4 N, 1 ksi 6.89 MPa.
'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3.and 5,
respectively must be used for design.
2For shear connections,the lower of the allowable shear(bearing)and the allowable fastener shear strength found in Tables 4 and 5,
respectively must be used for design.
3 See Sections 4.1.3 and 8.4.1.3,as applicable,for fastener spacing and end distance requirements.
To calculate LRFD values,multiply the nominal fastener strengths by the LRFD 0 factor of 0.5.
==Vn�
FIGURE 1—HEX WASHER HEAD(HWH)AND HIGH FIGURE 2—PHILLIPS PAN HEAD(PPH)SCREW
HEX WASHER HEAD(HHWH)SCREW
FIGURE 3—PHILLIPS PAN FRAMING HEAD(PPFH)SCREW FIGURE 4—PHILLIPS BUGLE HEAD(PBH)SCREW
FIGURE 5—PHILLIPS WAFER HEAD(PWH)SCREW
Nam
FIGURE 6—PHILLIPS PANCAKE HEAD(PPCH)SCREW FIGURE 7—PHILLIPS FLAT TRUSS HEAD(PFTH)SCREW
Page 39
www.hilti.us Profis Anchor 2.4.6
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail.
Specifier's comments:
I Input data
Anchor type and diameter: 1361CU^n'CS 112421l,�
Effective embedment depth: 4�6,f ZOO in.,h,�m=2.375 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/20115
Proof: design method ACI 318/AC193
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: crabk6d"b rete'2500 V,�:1500,' I;
p�i h,' 4`0601ri,
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D.E,or F) no < WIND LOADING ONLY
Geometry[in.]&Loading[lb,in.lb] ALLOWABLE TENSION
Z Ta 1 . 55—k/1 . 6 0 . 968—k
CF10
V9
Z M.
11-11;, 0101
NO
Z.
4?pUg
P�i
U&
.114--mnil— A', 1-M,
�_T
NO
Ng,Frgr.q r ti,
&
IX� '16_;
ff;
q
MURE 914==4 _Ii;
qg�4 ll,ll."'i -
ft Kqi`M!t
W 'Et.
R
X
Page 40
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti isa registered Trademark of Hilt!AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1550 0 0 0
max.concrete compressive strain: N1
max.concrete compressive stress: [psi]
resulting tension force in(x1y)=(0.000/0.000)-. 0[lb)
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load N.,(I bl Capacity+Nn[lb] Utilization fW Nu./4Nn Status
Steel Strength* 1550 8029 20 OK
Pullout Sti N/A N/A N/A N/A
Concrete Breakout Strength— 1550 1563 100 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
N,� ESR value refer to ICC-ES ESR-1 917
�Ni,t�l Nua ACI 318-08 Eq.(D-1)
Variables
n A..,,,[in.2] f.'.[psi]
1 0.10 106000
Calculations
N,a 11b]
10705
Results
N,a[1b] N�.[lb] Nu.[lb]
10705 0.750 8029 1550
Page 41
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchi c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark ofi AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax. Date� 4/1112014
E-Mail:
3.2 Concrete Breakout Strength
N, =(ANC)qled,N WC,N kPcp,N No ACI 318-08 Eq.(134)
ANcO
Ncb 2!Nua ACI 318-08 Eq.(D-1)
AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
A,c, 9 h 2
ef ACI 318-08 Eq.(D-6)
Yec,N 1 +.2 eN :5 1.0 ACI 318-08 Eq.(D-9)
( I he,)
XJ11d,N�0.7+0.3 G'5h&)r.1.0 ACI 318-08 Eq.(D-1 1)
Y�I.N =MAX(c.—,1N 5 1.0 ACI 318-08 Eq.(D-13)
cac cac
No =k. h.'j' ACI 318-08 Eq.(D-7)
Variables
her[in.] e.1,N[in.] eC2,N[in.) c.,.i,[in.] NIC,N
2.000 0,000 0.000 1.000
ca.[in.] kc ?� f.[psi]
5.500 17 1 2500
Calculations
AN,(in 2] AWO[in.2] kllecl,N Yec2.N lVed N 41cp,N Nb[lb]
36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
N,b[lb] Oconcrete 0 Nc1b[lb] Nus[1b]
2404 0.650 1563 1550
Page 42
Input data and results must be checked for agreement with the existing con ditions and for plausibility!
PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hitt is a regstered Trademark ofHilti AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 4
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
4 Shear load
Load V..[lb] CaPaCitY#Vn[lb] Utilization flV Vua/�Vn Status
Steel Strerl N/A N/A N/A N/A
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength* N/A N/A N/A N/A
Concrete edge failure in direction N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
5 Warnings
- To avoid failure of the anchor plate the required thickness ran be calculated in PROFIS Anchor.Load re-distributions on the anchors due to
elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed
when subjected to the loading!
Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
Refer to the manufacturer's product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
Fastening meets the design criteria!
Page 43
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of Hilb AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date. 4/11/2014
E-Mail:
6 Installation data
Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS,112(2)
Profile:- Installation torque:480.001 in.lb
Hole diameter in the fixture:- Hole diameter in the base material:0.500 in.
Plate thickness(input):- Hole depth in the base material:2.625 in.
Recommended plate thickness:- Minimum thickness of the base material:4.000 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
Coordinates Anchor in.
Anchor X y C.X C.x c_y C.y
1 0.000 0.000
7 Remarks; Your Cooperation Duties
- Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user. All figures contained therein are average figures,and therefore use-specifle tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore.you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you-Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
Page 44
Input data and results must be checked for agreement with the existing cord itions and for plausibility!
PROFIS Archor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
Specifier's comments:
I Input data
Anchor type and diameter:
Effective embedment depth: b 6 0_'J h hi, =-",2--3_7'_61h.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 511/2013 15/11/2015
Proof: design method ACI 318/AC193
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
-�:::I.......�.......... ............
Base material: ;cra6k6dc6ncr9
Reinforcement: tension.condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement.none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no '<���WIND LOADING ONLY
Geometry[in.]&Loading[lb,in.1b] ALLOWABLE TENSION
Z : Ta = 0. 940k/1 . 6 = 0 .587k
ALLOWABLE SHEAR
Va 1 .20K/1 . 6 0 . 75K
gt
CF10
M ......
1-4. ,M,
d
MEN
..........
,,4�w.
.:X,-
411:1 ......
,—kik
0%;M. �r,
N,
IRRIN
MviV
OF
N Z E', 1 V�,INI z";
X
Page 45
lnputdataand results must be checked for agreement with the existing conditions and for plausibility!
PROF I S Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of HilU AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail,
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lb)
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 940 1200 1200 0
max.concrete compressive strain: -1%.1
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 0[lb]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load Nu.[lb] Capacity [lb] Utilization N Nua/4Nn Status
Steel Strength* 940 8029 12 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Streri 940 1563 61 OK
*anchor having the highest loading —anchor group(anchors intension)
3.1 Steel Strength
N�a ESR value refer to ICC-ES ESR-1 917
�Nteel Nue ACI 318-08 Eq.(D-1)
Variables
n A..,N[in.2] G.[psi]
1 0.10 106000
Calculations
N_[lb]
10705
Results
Nse[lb] llmeel N,a[lb] Nua(lb]
10705 0.750 8029 940
Page 46
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hild is a registered Trademark of Hilti AG,Schasm
www.hilti.us Profis Anchor 2.4.6
Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/1112014
E-Mail:
3.2 Concrete Breakout Strength
N, = (AN�)Yed,N IVC,N 41CP,N Nb ACI 318-08 Eq.(D-4)
ANcO
N,2:N,a ACI 318-08 Eq.(D-1)
ANc see ACI 318-08,Part D.5.2.1.Fig.RD.5.2.1(b)
ANI =9 h 2
ef ACI 318-08 Eq-(D-6)
1
Yet,,N = +2 e'N 51.0 ACI 318-08 Eq.(D-9)
3 h)
=0.7+0.3 Cannin):5 1.0 ACI 318-08 Eq. (D-1 1)
(1.5%,
=MAX(SM!n, 1.0 ACI 318-08 Eq.(D-13)
Cac Cac
Nb =kC helf5 ACI 318-08 Eq.(D-7)
Variables
her[in] ec,,N[in.] e.2,14[in.] c.,.i,(in.] IIC,N
2.000 0.000 0.000 1.000
c.,[in.] kc k f c[psi]
5.500 17 1 2500
Calculations
A,,,[in 2] ANCO[in.2] �VeclA 41..2,N kVad,N qJcp�N Nb[lb]
36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
N�b[1b] Ocorcrete NO[lb] Nu,i[lb]
2404 0.650 1563 940
Page 47
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti isa registered Trademark ofHilti AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 4
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
4 Shear load
Load V..[lb] Capacity+V,[lb] Utilization pv V�J+V� Status
Steel Strength* 1200 3572 34 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength— 1200 1683 72 OK
Concrete edge failure in direction N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa ESR value refer to ICC-ES ESR-1 917
0 Vsteel Vua ACI 318-08 Eq.(D-2)
Variables
n A..'v[in 2] f.'.[psi]
1 0.10 106000
Calculations
V_[lb]
5495
Results
V�.jib] �steel V�[lb] V�.[11b]
5495 0,650 3572 1200
4.2 Pryout Strength
V-p =kcp ANc)%Ved,N YC,N YCPN Nb ACI 318-08 Eq.(C-30)
AN.0 I
VCp�Vu. ACI 318-08 Eq�(D-2)
AN, see ACI 318-08,Part D.5.2-1,Fig.RO.5.2.1(b)
AN, 9 h 2
of ACI 318-08 Eq.(D-6)
1 4 2 eN :5 1.0 ACI 318-08 Eq.(D-9)
II)ec,N I )
( 3 h&
IVed.N=0.7+0.3(1'5h&)!5 1.0 ACI 318-08 E%(D-11)
Iftp,N=MAX(cami�,1.5h.,):5 1.0 ACI 318-08 Eq.(D-13)
cac Cac
Nb =kc k �Fc h e1f5 ACI 318-08 Eq.(D-7)
Variables
k�, h.f[in.] ec,,N[in.] ec2,N[in.] ca,i�[in.)
1 2.000 0.000 0.000
qlc,N c.c[in.] k� fc[psi]
1.000 5.500 17 1 2500
Calculations
ANc[in.2] ANO[in.2] Y_I.N Yec2,N XV�d,N 41W.N Nb[11b]
36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
V,[lb] �wrorete Vcp[lb] Vu.[lb]
2404 0,700 1683 1200
5 Combined tension and shear loads
PN PV Utilization PN,V 1%] Status
0.602 0.713 5/3 100 OK
PNV=P�+O�v<=1
Page 48
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti iss registered Trademark otHilti AG,Schaan
www.hilti.us Profis Anchor 2.4.6
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
6 Warnings
- To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to
elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed
when subjected to the loading!
Condition A applies when supplementary reinforcement is used,The 0 factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
Refer to the manufacturer's product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
Fastening meets the design criteria!
Page 49
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark ofHilti AG,Schaan
------------_-----------
www.hilti.us Profis Anchor 2.4.6
Company: Page: 6
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/11/2014
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS,1/2(2)
Profile:- Installation torque:480.001 in.lb
Hole diameter in the fixture.- Hole diameter in the base material:0.500 in.
Plate thickness(input):- Hole depth in the base material:2.625 in.
Recommended plate thickness:- Minimum thickness of the base material:4.000 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
Coordinates Anchor in.
Anchor X y C, C.x c_y C.y
1 0.000 0.000
8 Remarks; Your Cooperation Duties
- Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you-Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
Page 50
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hflti is a registered Trademark of Hilti AG,screen
www.hilti.us Profis Anchor 2.5.2
Company: Page: 1
Specifier: Project
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4116/2015
E-Mail:
Specifieft comments:
I Input data
Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2)
Effective embedment depth: heract=2.000 in.,hinom=2.375 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/11/2013 15/1/2015
Proof: Design method ACI 318-111 Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500.fc'=2500 psi;In=4.000 in.
Installation: hammer drilled hole, Installation condition.Dry
Reinforcement: tension:condition B,shear.condition B,no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads i C,D,E,or F) Tension load:yes(D.3.3.4.3(d))
Shear load:yes(D.3.3.5.3 i
Geometry[in.]&Loading[Ilb,ii SEISMIC GOVERNS
Z
ALLOWABLE TENSION
Ta = 1.00—k*0. 7 0 .70—k
ALLOWABLE SHEAR
Fa 0 .70—k*0. 7 0 .490—k
§t
Ap
M
gf
g
"14 R3',�
b"'I
-4
�4...
.—Man.
\X
Page 51
Input data and results must be checked for agreement with the existing conditions and for plausibility!
Pi Ani c)2003-2009 1 AG,FL-9494 Schean Hilti isa registered Trademark ofi AG,Schaan
www.hilti.us Profis Anchor 2.5.2
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/16/2015
E-Mail.
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lbl
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1000 700 700 0
max.concrete compressive strain: -10/61
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 0[lb]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load N.,[lb] Capacity fN,[lb] Utilization pN Nua/4Nn Status
Steel Strei 1000 8029 13 OK
Pullout Sti N/A N/A N/A NIA
Concrete Breakout Strei 1000 1172 86 OK
*anchor having the highest loading **anchor group(anchors intension)
3.1 Steel Strength
Nsa ESR value refer to ICC-ES ESR-1 917
0 N�t_l N�a ACI 318-11 Table D.4.1.1
Variables
n A..,N[in.2] G.[psi]
1 0.10 106000
Calculations
N,a[lb]
10705
Results
N,a[b] N�a[lb] Nua[lb]
10705 0.750 8029 1000
Page 52
Input data and results must be checked for agreement with the existing conditions and for plausibility!
i Ani c)2003-2009 Hilt!AG,FL-9494 Schean Hilti is a registered Trademark ofHilti AG,Schaan
wwi; Profis Anchor 2.5.2
Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax. Date: 4116/2015
E-Mail:
3.2 Concrete Breakout Strength
N, =(ANO)Yed,N AVc,N 41cp,N N, ACI 318-11 Eq. (D-3)
ANcO
N,,b Z:N.. ACI 318-11 Table D.4.1.1
AN� see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b)
A,, =9h 2
ef AC 1318-11 Eq.(D-5)
4)ec,N 1 +2 eN 15 1.0 ACI 318-11 Eq.(D-8)
( I hef)
ii,]Jed.N =0.7+0.3 1.0 ACI 318-11 Eq.(D-10)
1.5hat
=MAX c. ,.,1 5h,,f :5 1.0 ACI 318-11 Eq.(D-1 2)
( Cac Cac )
Nb =kc)..Nffc h.f' ACI 318-11 Eq.(D-6)
Variables
h.f[in.] ii[in.] ii[in.] c.,.i,[in.] YC,N
2.000 0,000 0.000 1.000
Cac[in.] k. f C[psi]
5.500 17 1.000 2500
Calculations
AN,[in 2) ANi:0[in.2] Yet:1,N Yoc2.N IVed.N Yp,N Nb[lb]
36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
N,b[lb] 't,cancrete Oselsmc �norductife Ncb[lb] N�i,,[lb]
2404 0.650 0.750 1.000 1172 1000
Page 53
Input data and results must be checked for agreement with the existing conditions and for plausibility!
i Anchi c)2003-2009 1 AG,FL-9494 Schaan i is a registered Trademark ofHilti AG,Schaan
www.hilti.us Profis Anchor 2.5.2
Company: Page: 4
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4116/2015
E-Mail:
4 Shear load
Load V.,[lb] Capacity*V,[lb] Utilization pv Vua/OVn Status
Steel Strength* 700 3572 20 OK
Steel failure(with lever arm)* N/A N/A NIA N/A
Pryout Strength— 700 1683 42 OK
Concrete edge failure in direction N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa,eq =ESR value refer to ICC-ES ESR-1 917
�vsteel a V.. ACI 318-11 Table D.4.1.1
Variables
n A_,,,[in.21 f.t.[psi]
1 0.10 106000
Calculations
V�.,eq[lb]
5495
Results
Vsa,eg[lb] �steel 0 V.(11b] Vua 11b]
5495 0,650 3572 700
4.2 Pryout Strength
V-P =kcp[QNo)kVed,N kpc,N qicp,N Nb] ACI 318-11 Eq.(D-40)
ANcO
VcP�V�a ACI 318-11 Table D.4.1.1
ANC see ACI 318-11,Part D.5.2.1,Fig. RD.5.2.1(b)
ANI 9 h 2
ef ACI 318-11 Eq.(D-5)
1+2 eN 5 1.0 ACI 318-11 Eq.(D-8)
ki)e�,N
( 3 het
IV.d.N 0.7+0.3(1 5hef)15 1.0 ACI 318-11 Eq.(D-10)
,1,5he 1.0 -11 Eq.(D-12)
4/cp,N MAX ft± Cac ACI 318
NI. k.�.;f:he'f' ACI 318-11 Eq.(D-6)
Variables
kcp hef[in.] e.1,N[in.] e.2,N[in,) c.,.i,[in.]
1 2.000 0.000 0,000
kVc,N Ca.[in.] k. �-a f [psi]
1.000 5.500 17 1,000 2500
Calculations
AN,[in 2] ANcO[in.2] 4f—I,N Yec2.N kV.d,N' Yp.N Nb[lb]
36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
V,[lb] �wrcrete �seisrnic �rorductile V,[lb] V.a[lb]
2404 0.700 1.000 1.000 1683 700
5 Combined tension and shear loads
N PV Utilization ON,V 1%) Status
0.853 0.416 5/3 100 OK
3NV +O�v
Page 54
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
A
www.hilti.us Profis Anchor 2.5.2
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax. Date: 4/16/2015
E-Mail:
6 Warnings
- Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the loading! Inputdata and results must be checked for agreement with the
existing conditions and for plausibility!
Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
Refer to the manufacturer's product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix 0,Part
D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the
case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The
connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c).
Part D.3.3.4.3(b)/part D.3.3.5.3(a)requires that the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)
waives the ductility requirements and requires that the anchors shall be designed for the maximum tension/shear that can be transmitted to
the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waives the ductility requirements and requires the design
strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E
increased by g�o.
Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions(MPII).Reference
ACI 318-11,Part D.9.1
Fastening meets the design criteria!
Page 55
Input data and results must be checked foragreement with the existing conditions and for plausibility!
PROR S Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
www.hilti.us Profis Anchor 2.5.2
Company: Page: 6
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax. Date: 4/16/2015
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:Kwk,Bolt TZ-CS 112(2)
Profile:- Installation torque:480.001 in.lb
Hole diameter in the fixture:- Hole diameter in the base material:0.500 in.
Plate thickness(input):- Hole depth in the base material:2,625 in.
Recommended plate thickness:- Minimum thickness of the base material:4,000 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
Coordinates Anchor in.
Anchor x y c_x c'x c_y C.y
1 0.000 U00
8 Remarks; Your Cooperation Duties
- Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore.you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
- You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
Page 56
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan
www.hilti.us Profis Anchor 2.4.8
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.Ni
Phone I Fax: Date: 7/3012014
E-Mail:
Specifier's comments:
I Input data
we alifth
Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2)
Effective embedment depth: hef,act=2.000 in.,hnom=2.375 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/11/2013 15/11/20115
Proof: design method ACI 318-11/Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fc'=3000 psi;In=4.500 in.
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear.condition B,no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(a))
Shear load:yes(D.3.3.5.3(c))
Geometry[in.]&Loading[lb,iri SEISMIC GOVERNS
Z
ALLOWABLE SHEAR
Va 1, 800—LB*0. 7 1, 260—LB
ot
R9
'Ri RUM
Z",
J,
1=ga
NO
N
Ix
Page 57
Input data and results must be checked for agreement with the existing conditions,and for plausibility!
PROFIS Anchi c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schean
www.hilti.us Profis Anchor 2.4.8
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 7130/2014
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 1800 1800 0
max.concrete compressive strain: -1%.3
max.concrete compressive stress: -(psi]
resulting tension force in(xly)=(0.000/0.000): 0[11b]
resulting compression force in(x/y)=(0.000/0.000):0 111b]
3 Tension load
Load Nu.[lb] Capacity [lb] Utilization Nualf^ Status
Steel Strength* N/A N/A N/A N/A
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength— N/A N/A N/A N/A
*anchor having the highest loading **anchor group(anchors intension)
Page 58
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
wwwAlltims Profis Anchor 2.4.8
Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 7/3012014
E-Mail:
4 Shear load
Load V,.[lb] Capacity#V,[lb] Utilization pv VuJ+V,,, Status
Steel Strength* 1800 3572 51 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength— 1800 1844 98 OK
Concrete edge failure in direction N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
V,a,eq =ESR value refer to ICC-ES ESR-1 917
�Vsteel a Vua ACI 318-11 Table D.4.1.1
Variables
n A_,v[in.2] f.ta[Psi]
1 0.10 106000
Calculations
Vsa,e,[lb]
5495
Results
VS.'e,[lb] keel V.[lb] V..[lb]
5495 0.650 3572 1800
4.2 Pryout Strength
Vcp =k,[(_�No)kVed,N YC,N YCP,N Nb ACI 318-11 Eq.(D-40)
ANCO I
iti Vcp�Vua ACI 318-11 Table D.4.1.1
ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.11(b)
ANI =9 h 2
ef ACI 318-11 Eq.(D-5)
1
Yec,N� (1-f 2 eN 5 1.0 ACI 318-11 Eq.(D-8)
3 he)
Yed,N=0.7+0.3(1 5h,):5 1.0 ACI 318-11 Eq.(D-10)
II)cp.N =MAX c,,,,, 1 5h ):-.1.0 ACI 318-11 Eq.(D-12)
( Cac ' Cac
Nb =k. helf5 ACI 318-11 Eq.(D-6)
Variables
kcp h.f[in.] e.1,N[in.] ei�2,N[in.] c.,.i,(in,)
1 2.000 0.000 0.000
Yc,N c..[in.] k. 2La f.[psi]
1.000 5.500 17 1.000 3000
Calculations
AN,[in.2] AN.1[in.2] Y_I'N Ye.2.N kVed.N 'Vep.N Nti[lb]
36.00 36.00 1.000 1.000 1.000 1.000 2634
Results
V,[lb] Omnaete Oseismic tnonductile V,[lb] Vue[lb]
2634 0-700 1.000 1-000 1844 1800
Page 59
Inputclata and results must be checked foragreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark ofHilti AG,Schean
www.hilti.us Profis Anchor 2.4.8
Company: Page: 4
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 7/30/2014
E-Mail:
5 Warnings
- Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered,The anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the loading!
Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
Refer to the manufacturer's product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part
D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the
case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The
connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c).
Part D.3.3.4.3(b)/part D.3.3.5.3(a)requires that the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)
waives the ductility requirements and requires that the anchors shall be designed for the maximum tension/shear that can be transmitted to
the anchors by a non-yielding attachment.Part D3.3.4.3(d)/part D.3.3.5.3(c)waives the ductility requirements and requires the design
strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E
increased by c)o.
Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions(Iii Reference
ACI 318-11,Part D.9.1
Fastening meets the design criteria!
Page 60
input data and results must be checked foragreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
www.hilti.us Profis Anchor 2.4.8
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 7/30/2014
E-Mail:
6 Installation data
Anchor plate,steel:- Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2)
Profile.- Installation torque:480.001 in.lb
Hole diameter in the fixture.- Hole diameter in the base material:0.500 in.
Plate thickness(input):- Hole depth in the base material:2.625 in.
Recommended plate thickness:- Minimum thickness of the base material:4.000 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
Coordinates Anchor in.
Anchor X y C.X c_y c+y
1 0.000 0.000
7 Remarks; Your Cooperation Duties
- Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles.formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly compiled with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
Page 61
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti isa registered Trademark ofHilti AG,Schaan
www.hilti.us Profis Anchor 2.6.4
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 8/1612016
E-Mail:
Specifier's comments:
I Input data
Anchor type and diameter: Kwik Bolt TZ-CS 1/2(3 1/4)
Effective embedment depth: h,,,c,=3,250 in.,h,,,=3.625 in.
Material: Carbon Steel
Evaluation Service Report ESR-1917
Issued I Valid: 10/1/2015 15/112017
Proof: Design method ACI 318-11/Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=12.000 in.
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear:condition B,no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D-3.3.4.3(d))
Shear load:yes(D.3.3.5.3(c))
Geometry[in.]&Loading[lb,in.1b]
SEISMIC GOVERNS
Z
ALLOWABLE TENSION
Ta= 1.50-k*0.7 = 1.05-k
ALLOWABLE SHEAR
Va 1.025-k*0.7 = 0.717-k
co
11-MUM
Aft.
a
N111,1115,111 KI
qv=_
,R
X
Page 62
Input data and results must be checked for agreement with the existing conditions and for plausibility!
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2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1500 1025 1025 0
max.concrete compressive strain: -P-]
max.concrete compressive stress: -[psi]
resulting tension force in(xty)=(0.000/0.000): 0[lb]
resulting compression force in(x/y)=(0.000/0.000):0 fib]
3 Tension load
Load N..[lbl Capacity [lb] Utilization fW Nua/4Nn Status
Steel Strenbth* 1500 8029 19 OK
Pullout Strength* 1500 2396 63 OK
Concrete Breakout Strength- 1500 1735 87 OK
*anchor having the highest loading **anchor group(anchors intension)
3.1 Steel Strength
N�a =ESR value refer to ICC-ES ESR-1 917
4)Nsa 2�Nua ACI 318-11 Table D.4.1.1
Variables
A��N[in.2] f.'.[psi]
0.10 106000
Calculations
N,a[lb]
10705
Results
N,a[lb] N�.[lb] Nu.[lb]
10705 0.750 1.000 8029 1500
3.2 Pullout Strength
Np,250 ';0 refer to ICC-ES ESR-1 917
Npr� Xa��5
0 Np,'f� Nus ACI 318-11 Table D.4.1.1
Variables
f.[psi] %. Np,2500[lb]
2500 1.000 4915
Calculations
N;5-0:0
1.000
Results
Npn I,[lb] 4iconcrete iliseismic �nonductile Nnn,[lb] N�s[lb]
4915 0,650 0.750 1.000 2396 1500
Page 63
Input data and results must be checked for agreement with the existing conditions and for plausibility!
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3.3 Concrete Breakout Strength
N, =(ANC)kVed,N IVC,N 41CP,N Nb ACI 318-11 Eq.(D-3)
AN.0
N,2:N�a ACI 318-11 Table D.4.1.1
AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b)
AN, =9h 2
el ACI 318-11 Eq.(D-5)
Yec.N 1 +.2 eN :5 1.0 ACI 318-11 Eq.(D-8)
( 13 he,)
11red.N �0.7+0.3(Slm):s 1.0 ACI 318-11 Eq.(D-10)
1.5hel
'p,N =MAX(Samt,11��):5 1.0 ACI 318-11 Eq.(D-12)
cac cac
Nb =k.�,a;f:hef5 ACI 318-11 Eq.(D-6)
Variables
her[in.] ec1,N[iri e�2,N[in.] c.,.in[in.] qfc,N
3.250 0.000 0.000 3.000 1.000
c.,[in.) k. )�a ([psi]
6.000 17 1.000 2500
Calculations
ANc[in 2] AWO[in_2] Tecl,N Yec2,N kVed,N WcpN Nb[lb]
76.78 95.06 1.000 1.000 0.885 1.000 4980
Results
N,,b[lb] Owncrete Oseisrnic t0nonductile N,,t)[lb] N..[lb]
3558 0,650 0.750 1.000 1735 1500
Page 64
Input data and results must be checked for agreement with the existing conditions and for plausibility!
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4 Shear load
Load V..[Ib] Capacity+V,[lb] Utilization pv Vug/#Vn Status
Steel Strength* 1025 3572 29 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength— 1025 4982 21 OK
Concrete edge failure in direction y+** 1025 2618 40 OK
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa,eq ESR value refer to ICC-ES ESR-1 917
Vua
vsteel I ACI 318-11 Table D.4.1.1
Variables
A.,,,,[in.21 f.t.[psi]
0.10 106000
Calculations
Vsa.e,[lb]
5495
Results
V..,.q[Ibl �steei 'Ononductile V..[lb] V.a[lb]
5495 0.650 1.000 3572 1025
4.2 Pryout Strength
V-p =kcp[(_�Nc)IVed,N qfc,N kpcp,N No ACI 318-11 Eq.(D-40)
ANCO I
V,�Vua ACI 318-11 Table DA.1.1
AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b)
AW =9 h 2
at ACI 318-11 Eq.(D-5)
kl)ec,N � 1+2 eN :5 1.0 ACI 318-11 Eq. (D-8)
( 13 he,)
Ilred.14=0.7+0.3(1'5hef):5 1.0 ACI 318-11 Eq�(D-10)
kl)cp,N=MAX(I.,-,n I 5h Ys 1.0 ACI 318-11 Eq.(D-12)
Cac ' Cac
Nb =kc�. ,ff:h'.5
ef ACI 318-11 Eq.(D-6)
Variables
kcp h&[in.] ec,,N[in.] ec2,N[in.] C.,min[in.]
2 3.250 0.000 0.000 3.000
Y��N ca,[in.] kc �-a fc[psi]
1.000 6.000 17 1.000 2500
Calculations
AN.[in.2] ANcO[in.21 41ecl,14 Wec2,N kVed,N Tcp,N Nb[lb)
76.78 95.06 1.000 1.000 0.885 1.000 4980
Results
V,jib] Ocorcrete Oseismic IfInonductile V,[lb] V.a[lb]
7117 0.700 1.000 1.000 4982 1025
Page 65
Inputdata and results must be checked for agreement with the existing conditions and for plausibility!
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4.3 Concrete edge failure in direction y+
V, =(Avc)
Av.0 kVed,V Yc,V 41h,V 41parallel,V V, ACI 318-11 Eq.(D-30)
V�b a V.3 ACI 318-11 Table D.4.1.1
Avc see ACI 318-11,Part D.6.2.1,Fig,RD.6.2.1(b)
Avco =4.5 C2
al ACI 318-11 Eq.(D-32)
Yec,V� + 2 e'. :5 1.0 ACI 318-11 Eq.(D-36)
3Cal)
111�d,V=0.7+0.3 C E2_ :5 1.0 ACI 318-11 Eq.(D-38)
(T-5aca I
1.5c�l
t0h,V =4E5�cai 2:1.0 ACI 318-11 Eq.(D-39)
ha
cl 5
Vb =(7 �_d.) �fc at ACI 318-11 Eq.(D-33)
da
Variables
cal[in.] C.2[in.] ecv[in.] YC'v h.[in.]
3.000 0.000 1.000 12.000
1.[in.] ?,a da[in.] fc[psi] Yparallel,V
3.250 1.000 0.500 2500 2.000
Calculations
Avc[in.] Avco(in.2] kPec'v kVedV Wh,V Vb[lb]
40.50 40.50 1.000 1.000 1.000 1870
Results
Vo[lb] �wncrete �seismic +n.nciuctile VCb(I b] V..[lb]
3740 0.700 1.000 1.000 2618 1025
5 Combined tension and shear loads
PN PV Utilization ON,V 1%] Status
0.865 0.392 513 100 OK
13NV=P�+13�<=
6 Warnings
- Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the loadingl Input data and results must be checked for agreement with the
existing conditions and for plausibility!
Condition A applies when supplementary reinforcement is used.The(P factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
Refer to the manufacturers product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standardl
An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part
D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the
case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The
connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c).
Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)
waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the
anchors by a non-yielding attachment.Part D.3.3.4.3(d) part D.3.3.5.3(c)waive the ductility requirements and require the design strength
of the anchors to equal or exceed the maximum tension shear obtained from design load combinations that include E,with E increased by
no-
Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions(MPII).Reference
ACI 318-11,Part D.9.1
Page 66
Input data and results must be checked for agreement with the existing conditions and for plausibility!
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Fastening meets the design criteria!
Pa-ge 67
Input data and results must be checked for agreement with the existing Conditions and for plausibility!
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Specifier: Project:
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7 Installation data
Anchor plate,steel,- Anchor type and diameter: Kwik Bolt TZ-CS 1/2(3 1/4)
Profile:- Installation torque:480.001 in.lb
Hole diameter in the fixture:- Hole diameter in the base material:0.500 in.
Plate thickness(input):- Hole depth in the base material:4.000 in.
Recommended plate thickness:- Minimum thickness of the base material:8.000 in.
Drilling method:Hammer drilled
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
7.1 Recommended accessories
Drilling Cleaning Setting
Suitable Rotary Hammer - Manual blow-out pump Torque wrench
Properly sized drill bit Hammer
Coordinates Anchor in.
Anchor X y c.x C+x c_V C.y
1 0.000 0.000 3.000
8 Remarks; Your Cooperation Duties
- Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore,you bear the sole responsibility for the absence of errors.the completeness and the relevance of the data to be
put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website, Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
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Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti Ise registered Trademark ofHiltiAG,Schaan