HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 07-00636 - Idaho Eye Clinic^ RexeuR
U 0
" SNED
CITY OF
REXB
America's Family Community
Building
Permit
ISSUED TO: 0 700636
PERMIT #:
NAME: Ormond Builders Inc
FOR THE CONSTRUCTION OF: Idaho Eye Clinic JOB ADDRESS: 491 First American Cir
GENERAL CONTRACTOR: Ormond Builders, Inc
This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the
City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations
of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on
the Building Permit Application as approved by the Building Inspector.
Date Approved
04/25/2008
INSPECTION CARD
BUILDING
Date
1.
Mechanical Rough In
2.
Mechanical Final Ins
3.
Layout
4.
Footing
5.
Foundation
6.
Framing
7.
Insulation
8.
Drywall
9.
Sidewalk
10.
Final
ELECTRICAL
d
na *e e.,..... —A
1. Rough -In
2. Electrical Service
3. Final
OTHER
Date Approved
1. Fire Department Fina
Building Inspector
THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE 24 Hour Notice and Permit Number required
THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICAT,E OF OCCUPANCY to make inspection appointments
1) A complete set of approved drawings along with the permit must be kept No work shall be done on any part of For Inspections Call 359 -3020 option 2
on the premises during construction, the building beyond the point indicated
NOTICE! 2) The permit will become null and void in the event of any deviation from the in each successive inspection without
accepted drawings. approval. No structural framework of A CERTIFICATE OF OCCUPANCY CAN NOT
3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered BE ISSUED PRIOR TO FINAL ELECTRICAL
without approval. 8, PLUMBING INSPECTION
Dec 17 2008 10:12RM
Dec. 1 2008 3:43PM
IDRHO EYE CENTER
0
208 557 -7541 p.2
No. 7 4 92 P. 2
^p
CITY S A?A
OF n
'a „ ,.•` Ar�erlmYfieNiyClMr�r�Epr
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 5. Main 8t I Rexburg, ID. 83410
Building Permit No:
Applicable Edition of Code;
Site Address:
Use and occupancy:
Type of Construction:
Design Occupant Load;
Sprinkler System Required:
Name and Address of Owner:
Conlractor:
Special Conditions:
Occupancy:
0700636
k termflonal Building Code 2008
481 Fimt American Cir
Idaho Eyre Girds C quc4
Type V, Mort -rated
53
No
Gardner Bradley
2025 E 17th St
Ideho Falls, ID 83402
Ormond Builders, the
RECEIVED
DEC D 3 2008
ORMOND SUILgERS, INC.
'fie shower hes been revievmd as a private shower and ther+etre
does not have to meet the requirements of the ADA or 113C.
Busi ness - office, professional or service tranaacdons
This C®rftflcafe, leaned purauaN 10 the naqultlliments of S@00on 909 of the lntemagonal aulkong •
Coda, cs►f fies that, at the time time Of1=16A00, thls buliding or thatpordon of the bulldfng that
ues lnspected on the dste listed was found to be in compliance WM the rvqulremen 8 of the code
for the group and division Of occupancy and the use for rthlch the proposed occupancy rwts
classified
Date C.O. issued: November {04
C.O Issued by:
dnlldk $ OMklai
fliers shah bo no tiirlhet' ftnp8 in tha e>Wrig oottwetcy elmllollon of the bulldlip raraW any ebucnrai cherges,
mod'5CQf0ft or addi0orr be mods to the build1n8 or anypoftn tAsraof unli the 8UWk>n OlRelW hat NVewsd and approved
said AAre cherM
Ptntabiny tntpecoo a Fine kwimaCb E
Elaetrical Mspecm . PUAdminlstratan
}
E
i
i
I
��oF %BURL!' IT o F Certificate of Occupancy
�4 REX City of Rexburg
Americas Fam Fam Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (2081 359 -3024
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
0700636
International Building Code 2006
491 First American Circle
Idaho Eye Center P.A.
Type V, non -rated
53
No
Name and Address of Owner: Gardner Bradley
2025 E 17th St
Idaho Falls, ID 83402
Contractor: Ormond Builders, Inc
Special Conditions: The shower has been reviewed as a private shower and therefore
does not have to meet the requirements of the ADA or IBC.
Occupancy: Business - office, professional or service transactions
This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance with the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy Kos
classified.
Date C.O. Issued: December 17, 2008 :20PM)
C.O Issued by:
Building Official
There shall be no further change in the eAsting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector '_
` Fire Inspector:
":'—' ��� Electrical Inspecto P &Z Administrator:
� ;O RkRBUgC �O
v� o
CITY OF Certificate of Occupancy
REX
Americas Family Community
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Building Permit No: 0700636
Applicable Edition of Code: International Building Code 2006
Site Address: 491 First American Cir
Use and Occupancy: Idaho Eye Clinic
Type of Construction: Type V, non -rated
Design Occupant Load: 53
Sprinkler System Required: No
Name and Address of Owner: Gardner Bradley
2025 E 17th St
Idaho Falls, ID 83402
Contractor: Ormond Builders, Inc
Special Conditions: The shower has been reviewed as a private shower and therefore
does not have to meet the requirements of the ADA or IBC.
Occupancy: Business - office, professional or service transactions
This Certificate, issued pursuant to the requirements of Section 909 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance mith the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy Kos
classified.
Date C.O. Issued: November , 008 (04• )
C.O Issued by:
Building Official
There shall be no further change in the a )dsting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector• Fire Inspector :�E
Electrical Inspecto . P8Z Administrator:
Rexs °$c
F i �O
U O
November 20, 2008
To whom it may concern:
Idaho Eye Clinic
491 American Circle
Rexburg, Idaho
Dear Sir,
CITY OF
REX
cW
Americas Family Community
F
L-.�
This is in response to the question of the doctor's shower not being ADA
compliant. This shower has been reviewed as a private shower and therefore does not
have to meet the requirements of the Americans with Disabilities Act or the International
Building Code
Sincerely,
Jon Berry
Building Inspector
Jon Berry Building Inspector 19 E. Main RexbAr% ID 83440 P. O. Box 280
Phone (208) 359 3020 ext. 323 Fax (208) 359 3022
jonb@,rxburg.olg — ,rxburg.org
P.O Box 280
�F 0.FxavgC CITY OF City O 1 Rexb U r 19 E. Main St.
1E XBUR� Rexburg, Idaho 83440
CW -- -.— Phone (208) 359 -3020
Amertra's Family Community
STATE OF IDAHO Fax (208) 359 -3022
e-Mail
April 17, 2008 1 6"1
REQUEST FOR A CONDITIONAL BUILDING PERMIT
FOR PARTIAL BUILDING CONSTRUCTION
TO: Building Official for the City of Rexburg
Pursuant to the provisions of the International Building Code 2000, the undersigned requests that
a building permit be issued for:
Footings and Foundations only at:
491 First American Cir
Rexburg,
Acknowledgment is made that the plans for the complex are not complete and that final approval
of the building will not be given until the final plans have been approved. We recognize that
proceeding with partial construction at this time is entirely at the risk of the Architect/Owner
with there being no assurance that the final Certificate of Occupancy for the entire building or
structure will be granted.
We further absolve the City of Rexburg and officers and employees thereof, of all resposibility
for the issuance of a partial permit and further agree that any work performed under this permit
will be removed or otherwise corrected to be in accord with the requirements of the final
approved plans when a permit for the entire building of structure is finally granted.
Dated: Thursday April 17 2008 By &G_ `/ . Z4�
Approved: Thursday April 17 2008
CITY OF REXBURG
4 0 ell Ha sen
Permit Coordinator / Tech
0 0
JaNell Hansen 0 z�
From: Nick Contos [ncontos @ormondbuilders.com]
Sent: Monday, March 17, 2008 10:15 AM
To: JaNell Hansen
Subject: RE: Idaho Eye Clinic
Hi JaNell,
Thanks for the email. We are just finishing up the electrical, HVAC, and plumbing designs this week, so I hope to
bring by a complete set of plans by next Monday. I'm hoping that we have taken care of all of the loose ends because we
had all that feedback from when we submitted for the partial permit before.
Thanks again, I'll talk to you soon
Nick
From: JaNell Hansen [mailto:janellh @rexburg.org]
Sent: Friday, March 14, 2008 12:54 PM
To: 'ncontos @ormondbuilders.com'
Subject: Idaho Eye Clinic
Hi Nick,
I am just following up on the Idaho Eye Clinic project you are working on. When can I expect revisions to be submitted for
this project? I know you have met with the design review committee and that you are working on a flood plane issue. I just
thought I'd check to see where things were at on this project.
Sincerely,
JaNell Hansen
Building Safety Coordinator
Phone: (208) 359 -3020 ext. 326
Fax: (208) 359 -3024
Email: ian 1 h .rexburg,00r
F lo�
r w.
C ! .t. Y 0 F
REXBURG 11 , .__ __
America 1- 4mily Community
Aug 23 2008 10: 35RM JJ & R Plumbing 1-208-523-1357 p.2
03 -21 -2008 10:22AM FRO"rmond /88 a
T -363 P.DO2/002 F-443
Please complete the entire Application!
NANIE i p +►. 't ube qundon doea not &P* 9M in NA Sw nm qqdjeaW
SUBDTVISION�►ta�.�r _ Permits !
Dwelling Unit: LA/1% Parcel Acres: l i'�04t _ �t<C
SE'1BACKS JRh10ND iii! � '1J, ii'vC.
FRONT lls SIDE ST DI✓ BACK 5?
Remodeling YovrBUUdiag /Home (need Estimare) i
'gErj F *I 4 C�E SQf -4W J1UDTAGE.• (Shall include the exterior wall measurements of the building)
-Nat FloorArea A 9 Uaz6nished Basement area
Second floor /loft area` Finished basement scea
Third floor /loft awa -- Gouge area
Stied or Barn-
Carport/De
Water Meter Quantity: :� , • +• • . Water Meter Size: �i—`
.Requiredlll
PLUMBING _
Plumbing Coatractoes Nang Q.t �c.. "0''A
ess Name. :
P�Vl
Contact Phone: (k* k " 1'354- _ Business Phone: _ t�fig r --
Tmail' . F
=_ Clothes Washing Machine
Dishwasher
Floor Drain
Garbage Disposal
Hot Tub /Spa
_ Sinks
(Lrvatocies kitchens, bar, snow
Plum tie i� f6A (Conunereial Only)
Aequia Si � 1
josa+ice of Licensed Conwww License nutnbee
The Cky fffflwbm } peearir ee irbedrb if the sabre m mm"
Sprinklers
Tub /Showers
y — Toilet/
h Ware :I�
— _.:_ Wa ter
C E
APR -2 2008
CITY OF RED U8 RG
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Dote
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4
08/08/2008 09:43 2085234638 LEISURE TIME INC PAGE 02/02
Jan la, NO 10; I4AM: ' � No. 1)3`J r. z
CITY OF REXBURG 0 7 0 0636
1 E MAIN REXB a ID 83440 SON If Idaho Eye Clinic
208- 359 -3020 X326
PARCEL NUMJ3ER: t;j i Wc wi provide this.for you)
SUBDIVISION: UNIT# BLOCK# LOT#
(Addressing is based on tho inf oration - must be accurate)
CONTACT PUgNFW
PROFERTXADDRESS - YY/
PHONE #: Home ( '524_ >�l — Work
OWNER MAILING ADDRESS: TTY; , TATFZaZ1P:
EMAIL
(If other than owner)
(Applkmi if other then owner, a statement aut'hmiz[ng applicant to act as avu for owner most aocompany this application.)
APPLICANT INFORMATION: ADDRESS CITY: _
STATE; ZIP EMAIL FAX
�i Rom
FBI►' r 3 6" 1
WPM-
ut�
••. • % 6i •�
1 ____ YAX A
r ire•
How many buildings arc located on this
Did you recently pumhoe this property? No Yes (If yes give owner's =
Is this a lot split? NO YES (Please bring copy of new legal description
PROPOSED USE:
(i.e., Single Family Residence,
URG
Cluge,
APPLICANT' S CERTIFICATION AND AUMORIZATION: under powiry of pcdury, I hereby wn* Lh" l have
and Ns applloWion and wW dm2 ft kftmstlon harem is coma Rod ] sw= tlud #M IGfoBrzft wltidi rAy beemait>x be 9*a by me i0 besrioP bcfaro the Plmint
and z=ft ( {►ap or >ita dry Camail fir dm City dRaabq absll be tllOM and aortroL l eaten De oomy>Sr wlt6 ail Cub rogalatioai and Stare laws mtermg to iLe
mattes
of ft opliullon EW wl WrWd repraaanm yn of s City team upon the ahovametGlotud property for bnpectim pwpoces. NOTE: Toe
o>l3alW m,y revoke a oa roval Issued under dia pray om of a 2a ttutttruuatioflal Codois oRao, of eruy mine rm—t or =VpMemad on of fact i,
e Gcstioa an the plea: ea eb permJc or approval wan ban void TGOt � 180 deyx. PermJt vole K � �� 80 dayl;.LLJ— �
Sigmm of OwnerlApplioaut DATE
Do you prefer to be contacted by fax, emal phone? Circle One
wA mc; —mamiN pERma MUST sE rosm oN comlzucnoN sm
Plan fees are Goo- refundable and are pald in full at toe time of application beginning w j.=
City of Rexbnrgls Acceptance of the plan review fee don not oomdtate plan approval
Please complete the AR Application! If th question Mot apply fill in NA 6or non
applicable
NAME 1 INRKu EYc- c /L
PROPERTYADDRESS Lill_ Permit#
SUBDIVISION uJkL,t,ctz
Requiredffl
MECHANICAL
Mechanical Contractor's Name: CON A N HE ONzyk 0 6 Business Name:
Address 4 2 9 L ! City !s State 0/ Zip
Contact Phone: ( ) 52-Z 3 3 Z 2 Business Phone: ( ) 5 5372,
Email Fax
Mechanical Estimate $ s ?-S (Commercial /Multi Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
Furnace '2 Exhaust or Vent Ducts
q Furnace /Air Conditioner Combo
Heat Pump
Air Conditioner
Evaporative Cooler
Unit Heater
Space Heater
Decorative gas -fired appliance
Incinerator System
Boiler
Pool Heater
t Dryer Vents
Range Hood Vents
Cook Stove Vents
.3 Bath Fan Vents
_ other similar vents & ducts:
9_ Fuel Gas Pipe Outlets including stubbed in or future outlets
Inlet Pressure (Meter Supply) PSI
Heat (Circle all that apply) GD Oil Coal Fireplace Electric Hydronic
�U�I�UVL�
D )
APR - 2 2008
CITY OF REXBURG
Mechanical SizWg Calculations must be submitted with Plans & Application
Point of Delivery must be shown on plans.
Required! Signature of Licensed Contractor License number
The
schedule is the .tame as
3- 2-0 - cog
Date
the State
08/08/2008 09:43 2085234638 LEISURE TIME INC PAGE 01/02
Jan, 18, 2007 10 :14AND No. 3539 P. 3
Building Safety Department
4r c t Y'Y o F
cry d R.xbu RM
ti
19 E Moth )XVI P741rexbuwp.org Phone: 208.989.9020i926 Amer$ak F Wn rn
Conwruq
R 10 83440 www robui.ov Fa 208,95 =4 �'' • •"
,& NAM 4 tQi7 t f . Parmi"
PROFAtY ADDRESS . / /
SUB DMSION
Requiredlll MECHANICAL
Mecbanical Contractor'.sNaIn . / i_en Business Nam . 5
Address u) /) ;#V_City State = — Zip
Cell Phone:
Business Phone:
Fax: Y 2,3 Fmniil
Mechanical Esiimste S (Commerdtsl/Maltl FaGmW 0*)
FIXTURES & APPLIANCES COUNT (Single ,Family Dwlliw Only)
Fumace Exhaust oT Vent Ducts
Furnace /Air Conditioner Combo Dryer Vents
Heat: Pump Range Hood Vents
Air Conditioner Cook Stove Vents
Evaporative Cooler Bath Fan Vents
Unit Heater other similar vents & dtwts:
Space Heater
Decorative gas -fkcd appliance
inaincrator System
Boiler
Pool Heater
Fuel Gas Pipe Outlets including stubbed in or future outlets
Heat (Circle all that apply) Gas Oil Co - Fire I lectric Hydronic
Mec apical Sizing ;LJCUjad0ns mast be era- silted wiitb Ma & ApnGcation
'1
Signature of MmTeed Co
L '2/ S &&tA f �-
9
Liwase n mmber
id
IX
10
_
The
schedule b the saes as
the State ofldaho
03- Mar•28. 20 .. 9 : 55 AM,wd ' C. ELECTRIC
.
Building Safety Department
CHy of Rexburg
19 E Main joneilhbrexourg,org Phone; 208.359.3020 x326
Rexovrg. 10 83440 www.raxbDrg.arp Fax 208.359.3024
T - 3 :N 0.8 0 2.2,1002P ' . 2 442
�xrut
CITY O F
y y -
REXBURG
Amerioi Fam;& roinnu.mn-
OWNE.R'S NANIF- 10 a..c j E,,eE. C-Er —•�R-
PROPM'Y ADDRESS 4g l Et aS'r w►,a�n�.c�.N �, at�.E
SUBDIVISION w4uxma- - _njh sa-a
PHASE I LO 4 BLOCK I
Permit #07 00636
Idaho Eye Clinic
491 First American Circle
Required!►
ELECTRICAL
Electrical Contractor's Business Name AR &A
Address 6 X s y2 9 City - - z - 2 J *r. s., - S tate 2Z ZiptLL
Cell Phone (,96F ) 7'� 9- eio Sri"' Business Phone (06/) C as _A /mac _ --
Fax (20) S 9- ?-yP f _ Email A co -
Electrical Estimate (cost of wiling & labor) sn. (COMMERCUL /MULTI FAMILY ONLY)
TYPES O.FDVBTALLATION
(1Vcw Residendal indudes overycbing contained widda tho re ddendal armcmee aad attachod garage at the same dme)
_ / Number of mete=s being installed
Up to 200 amp Service
201 to 400 amp Service's
Over 400 amp Service*
Existing Rexitdenoal (# of Branch Circuits)
✓^ Temporary Construction Service, 200 amp or less, one
Spa, Hot Tub, Swimming Pool
a period not to
1 year)
Electric Central Systems Heating and /or Cooling (when not put of a new reddenrid construction permit
and no additional wiring)
Modular, Manufactured or Mobile Home
1/ Other Insta.1 -monss: Wiring not specifically covered by any of the above
Cost of Wiring & Labor. SeM 61-
_ Pumps (Domestic Water, Irrigation, Sewage)
Requested Inspections (of existing wiring)
Temporary Amusement /Industry
} Includrs a mocimum of 3 inspectiontL Additional inapcetions chugeel at cequesxed inspection rare of W per hour.
—14 e? .P/>lA -tool'
Sigam of Limised Conasctot Licenbe number Dina
T bs Gty of liexhrrre'i permit fae rtbrdMk a' the saute ar ergxired by the 11,,01" of 14wo
r7:
on
CITY OF REXB URG
BUILDING PERMIT APPLICATION
19 E MAIN, REXBURG, ID. 83440
208- 359 -3020 X326
0 PERMIT #
Please complete the entire Application!
PARCEL NUMBER: 9VV1ID' 1 360C� (We will provide this for you) 1
SUBDIVISION: (,..JAu4,E2 ADDtT UNIT# BLOCK# r n
is ba sed on the information - must be
wi vi:n 1 v�un c: i t'1 2 ti Fn CONT CT P ONE #
PROPERTY ADDRESS: o c v i �tYSr � �
PHONE #: Home
Work (tag) SZy- e Cell(
OWNER MAILING ADDRESS: AQoyE CITY: STATE: ZIP:
EMAIL FAX
APPLICANT (If other than owner) ('� 2 M c� r� j?:, ,t 1 L tZ S { k�G
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORMATION: ADDRESS P_c� , ��� (431 y CITY: (DMAI", FN LLS
co wl
STATE; IDAHO ZIP M`103 EMAIL _JC��rt +os[ tog_S2Y -Z°/g8
PHONE #: Home (
Work Cell %0 7.1 Z - s T 11
CONTRACTOR OR r a o Q Lkk 1—Q ERS 1 tit c. .
MAILINGADDRESS: P.O, box laly CITY _1oaKO FP. "S STATE to ZIp 83403
PHONE: Cell# 43S - 2- 5 1 Work# 208 - S 24 - 1y 2,L Fax # . 209-
EMAIL burl1a,� cow- -
����� @ Orm A IDAHO REGISTRATION # & EXP. DATE K C. E 14 4 8 U - 1'1 - 08
How many buildings are located on this Dronerty? 171J
Did you recently purchase this property? ( Yes (If yes, list previous owner's name) _
Is this a lot split? NO YES (Please bring copy of new legal description of property)
PROPOSED USE: N Sb % CASL. 9M FAL% 1.1 TY
(i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalt of perjur I hereb certify that I
have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the
Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating
to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE:
The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact
in the app
lica n o h on the lans on / hick the permit or approval was based. Permit void if not started within 180 days. Pen void if work stops for 180 days.
lo n
Signature of Ow71er /Applicant
Do you prefer to be contacted by fax, email or phone? Circle One
WARNING - BUILDING PERMIT MUST BE POSTED
Plan fees are non - refundable and are paid in full at the time of a r.
City of Rexburg's Acceptance of the plan review fee does t
**Building Permit Fees are due at time of application** **Building Pe iits
bd stitute plan approval
ar void if your cicle.dee
Cay OF R A
o_1
2
0 0
Building Safety Department Q44>xetR�
City of Rexburg
19 E. Main jonellh @rexburg.org Phone: 208.359.3020 ext 326
Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024
Affidavit of Legal Interest
State of Idaho
County of Madison
Name
City
Being first duly sworn upon oath, depose and say:
A.
Address
State
(If Applicant is also Owner of Record, skip to B)
That I am the record owner of the property described on the attached, and I grant my
permission to:
Name
Address
to submit the accompanying application pertaining to that property.
B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any
claim or liability resulting from any dispute as to the statements contained herin or as to the
ownership of the property which is the subject of the application.
Dated this day of
Signature /
Subscribed and sworn to before me the day and year first above written.
° � C
4
Public of ho
Residing at:
C I T Y O F
REXBURG
Ow _ .___ .
America's Family Community
17>
3 < .
My commission expires: / � y
f L`r'7�c� S
I Z�9� ,
3
12- 10 -'08 09;58 FROM- Ormond
2085247488
T -908 P003/005 F -087
Relaw
MAY o 200
8
E
DEC 0 9 2008
Federal Emergency Management Agency
x �
�t�rra sdc� Washington, D.C. 20472
R
Key is, 2008
THE HONORABLE NILE BOYLE
CITY OF REXBURG
P.O. ROX 24S
REXBURG ID 83440
DEAR MR. BOYLE:
ORMOND BUILDERS, INC.
CASE NO.: 08 -c0 -03690
COMMUNITY; CITY OF REXBURG, MADISON
COUNTY, IDAHO
COMMUNITY NO,; 160099
This is in reference to a requcssl, that the f cdcral Emergency Management Agency (FEMA) determine
if the property described in the enclosed document is located within an identified Special Flood
Hazard Area, the area that would be inundated by the flood having a 1- percent chance of being equaled
or exceeded in any given year (base flood), on thta effective National Flood Insurance Program (NFIP)
map. Using the information submitted and the effective NPIP map, our determination is shown on the
attached Conditional Letter of Map Revision based on hill (CLOMR -F) Comment Document. This
comment document provides additional information regarding the effective NFIP map legal
description o f the property and our comments regarding this proposed project.
Additional documents are enclosed which provide information regarding the subject properly and
CLOMR.Fs. Please see the List of Enclosures below to determine which documents are enclosed.
Other attachments specific to this request may be included as referenced in the
Determination /Comment document, If you have any questions about this letter or any of the
enclosures, please contact the EEM'A Map Assistance Center toll frets tit (377) 336 - 2627 (1377 - FEMA
MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower
Avenuc, .Suite 130, Alexandria, VA 22304.6439.
Sincerely,
LIST OF ENCLOSURES;
CLOMR -F COMMENT DOCUMC1411'
cc; Mr. Robert Butler
William R, Blanton Jr., CFM, Chief
Engineering Management Branch
Mitigation Directorate
07 00635 & 07 00636
Idaho Eye Center
491 First AYnerican Circle
DEC R D E C E E
1020
CITY OF REXBURG
12- 10 -'08 09:58 FROM- Ormond
2085247488
T -908 P004/005 F -087
I Page 2 of 2 IData: May 16, 2008 JCase No.: 08.10 -0369C I CLOMR -F,
g Federal Emergency Management Agency
_ _ F Washington, D.C. 20472
CONDITIONAL LETTER OF MAP REVISION BASED ON FILL
COMMENT DOCUMENT
ATTACHMENT 1 (ADDITIONAL CONSIDERA
LE43AL PROPERTY DESCRIPTION (CONTINUED)
COMMENCING at the southwest corner of Lot 9; thence N00 °00'00 "W along the west line of said lot 9 for a
distance of 107.48 feet; thence S90 9 00 1 00 "E, 33.50 feet to the POINT OF BEGINNING; thence N00 W,
63.58 feet; thence around a curve to the right through a central angle of 90" an are distance of 22.00 feet, 34.56
feet; thence 690 67.00 feet; thenco around a curve to the right through a central angle of 90' an arc
distance of 22.00 feet, 34.55 feet; thence SOW00'00 - 1:, 80.58 feet; thecice s curve to the right through a
central angle of 90" an arc distance of 7,00 feet, 11.00 feet; thence 890 0 00'00'W, 100 feet; thence around a
curve to the right through a central angle of 90' an are distance of 4.00 feet, 6.28 feet; thence N45'00'00 "W,
5.66 feet to the POINT OF BEGINNING.
PORTIONS OF THE PROPERTY REMAIN IN THE $FHA (This Additional Consideration applies to the
preceding 1 Property.)
Portions of this property, but not the subject of the Determination /Cornment document, may remain in the Special
Flood Hazard Area, Therefore, any future construction or substantial improvement on the property remains
subject to Federal, State /Commonwealth, and local regulations for floodpiain management.
CONDITIONAL LOMR -F DETERMINATION (This Additional Consideration applies to the
preceding 1 Property.)
Comments regarding this conditional request are based on the flood data presently available. Our final
determination will be made upon receipt of this Comment Document, certified as -built elevations and /or certified
as -built survey. Since this request is for a Conditional Letter of Map Revision based on Fill; we will also require
the applicable processing fee, and the - Community Acknowledgement" form, Please note that additional Items
may be required before a final as -built determination is issued.
This letter does not relieve Federal agencies of the need to comply with Executive Order 11998 on Floodplain
Management in carrying out their responsibilities and providing Federally undertaken, financed, or assisted.
construction and improvements, or in their regulating or licensing activities,
ANNEXATION (This Additional Consideration applies to the preceding 1 Property.)
Although the subject of this determination is shown on the National Flood Insurance Program map as being
located in a community other than the community indicated on the Determination /Comment Document, it has
been annexed by the community referenced therein,
This attachment provides additional information regarding this request. It you have any questions about this attachment, please contact the
FEMA Map Assistance Center toll free at (077) 3364627 (877 -FEMA MAP) or by ieltor addressed to the Federal Emergency Management
Agency, 3601 060nhOer Avonue, Suite 130, Alexandria, VA 22304.6439.
& 1 .4v.
VAllam R. Blanton Jr., CFM, Chiaf
Enolneering Management Branch
Miggetion Drederste
12- 10-'08 09;58 FROM- Ormond 2085247488 T -908 P005/005 F -087
Page 1 of 2
Date; May 16, 2008 JCase No.: 08.10.0359C CLOMR -F
e
�` Federal Emergency Management Agency
�. Washington, D.C. 20472
Np
CONDITIONAL LETTER OF MAP REVISION BASED ON FILL
COMMENT DOCUMENT
COMMUNITY AN Q MAP PANEL INFORMATION
LEGAL, PROPERTY DESCRIPTION
CITY OF RUSURG, MADISON
Lot 9, Block 1, Walker Addition Division No, 3, as shown on the Plat
COUNTY, IDAHO
recorded as In strument No. 341317, In the Oise of the Recorder,
Madison County, idah0
COMMUNITY
The portion of property is more particularly described by the following
metes and bounds:
COMMUNITY NO.: 160000
AFFECTED
kluMBER:1608600020D
MAP PANEL
DATE; 813!1001
FLOODINO SOURCE; SOUTH FORK TETON RIVER
APPROXIMATE LATITUDE 6 LONGITUDE OF PROPFATV: 41,634, - 111.769
SOURCE OF LAT A LONG: PRECISION MAPPING STREETS 8,e DATUMI: NAD 81
COMMENY TABLE REGARDING THE PROPOS50 PROPERIv (DLq,A9F NOTE THAT THIS IS NOT A FINAL DETERMINATION. A FINAL DETERMINATION WILL BE
MAD UPON RRft1PT OF AS -BUILT INFORMATION REGARDING THIS PROPERTY,
OUTCOME
_
1% ANNUAL
LOWEST
LOWEST
W-40 WOULO
CHANCE
ADJACENT
LOT
LO
BLOCK/
SUBDIVISION
8TRETT
HF REMOVFn
FLOOD
FLOOD
GRADE
ELEVATION
SECTION
FROM THE $FHA
ZONE
ELEVATION
ELEVATION
(NGVD 29)
NGVD 29 )
(NGVD 20
0
1
WolkerAddeien
481 FirstArnerican
Portion of
X
aa88,0 feet
4869,0 feet
Division 3
Cirele
Proporty
(unshaded)
S0e4141 Flood Ha=rd Area (SFHA) - The S FHA IS an area that would be Inundated by the flood having a 1- pefcant chance of being
equaled Of Wwded in env plven Year (base flood).
ADDITIONAL CONSIDERATIONS tPleaso rotor to the appygiv section on Attachment 1 for the eddltioq ®I oon614 0110115 listed below.
LEGAL PROPERTY DESCRIPTION ANNEXATION
PORTIONS REMAIN IN THE SFHA
CONDITIONAL LOMR -F DETERMINATION
Thls document provides the Federal Emergency Management Agency's comment regarding o roque6l for a Conditional Letter of Map Revision
'Fill
based on ior' the bioperty'deacilhad above. Using the Information submitted and tha effective Nalionot Flood Irovrmnoe Program (NFIP)
map, we have determined that the proposed described pordon(6) of the propeny(ies) would not be located in the SFHA, on area Inundared by
the flood having 9 1- percent chance of being equaled or exceeded in any given year (base flood) if built as proposed Our final determination
will be made upon receipt of a copy of this document, oz -built elevations, and a completed Community Acknowledgement form. Proper
completion of this form cerlifies the subject property is reasonably safe from flooding In accordance with Part a5.5(s)(4) of our regulations.
Further guidance on doterminln8 if the subject property is reasonably sofa from flooding may Do found in FEMA Technical Bulletin 10 -01. A
Copy of this bulletin can be obtained by Galling the FEMA Map AStastance Center toll free al (a' /i) 336.2627 (877 -FEMA MAP) or Rom our web
site at n( tp:uwww.femo.pov/miutbiool,pd(. This document is not a final determination; it only provides our comment on Ina proposed project In
relation to Iris SFHA shown on Ilia erfedive NFIP map.
Thia Comment document is based on the flood data presently available. The enclosed doeumenta provide additional information regarding this
roquesl. IF you have any questions about this document, please Gefitaet tho FEMA clop Asslslanes Center tell free at (877) 336 - 2627 (877 - FEMA
MAP) or by leper addressed to the Federal Emongeney Managamont Agency, 3801 Elsanhower Avenue. Suite 130, Alexandria, VA 22306E+439
W I i ®in R Blanton Jr. CFM, Chief
Engineoring Management Branch
Mitigation Directorate
12- 10 -'08 09:58 FROM- Ormond 2085247488
Ormond Builders Inc.
General Contractors •Constniclfon Manegerneft -Project Development
T -908 P001/005 F -087
Fax Transmittal
1084 N. Skyline Orlve
Idaho Falls. ID 83402 - 1765
DATE: 1 — 1 0 — C�$
TO: 4.%,ke.aI-t+yGn 4i eT
ATTN: L ) {l, L_
TOTAL PAGES TRANSMITTED INCLUDING THIS COVER SHEET: S
Mailing Address:
P.O. Box 1814
Idaho Falls, 10 83403 -1814
Ph- (208) 524 -1422
Fax: (208) 524 -7488
www.ormondbu;lders.com
FAX No.: 159 — 0 1ft 2 6 f
SUBJECT: Q AK r, Y C-yW.-AT �.
COMMENTS:
Arr't" �t~e iw E -r K li- L r'TTv..y -- O lt- /-trp.P ���►-
AS - Np. T'*. To L
IF ANY PAGES WERE NOT RECEIVED PLEASE CALL 208 524 -1422.
12- 10 -'08 09:58 FROM- Ormond 2085247488 T -908 P002/005 F -087
Butler Engineering and Land Surveying, Inc.
hw 224 South State - P. 0. Box 4 7 3
Shelley, Idaho 83274 R E C E I V E D
(208) 357 -3898 FAX: (208) 357 -7698 DEC 0 9 2008
0RAA0ND BUILDERS, INC.
FAX COVER SHEET
TO: A/ '
G6 "T 4 S ''� �✓� 0
PHONE NO.: 5 z f- 7 4-is
FAX NO.: 5 - . f 4Z
DATE: b,( 0 , 7, 06 9
FROM: � Lw W
NO. OF PAGES (including cover shut): zI
SUBJECT:
jj . 0 J► �_
1 S Vx_
ow -1F�� Recelved
Federal Emergency Management Agency MAY 2-0 2008
ND SF�J�� Washington, D.C. 20472
May 15, 2008
THE HONORABLE NILE BOYLE CASE NO.: 08- 10 -0369C
CITY OF REXBURG COMMUNITY: CITY OF REXBURG, MADISON
P.O. BOX 245 COUNTY, IDAHO
REXBURG, ID 83440 COMMUNITY NO.: 160098
DEAR MR. BOYLE:
This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine
if the property described in the enclosed document is located within an identified Special Flood
Hazard Area, the area that would be inundated by the flood having a 1- percent chance of being equaled
or exceeded in any given year (base flood), on the effective National Flood Insurance Program (NFIP)
map. Using the information submitted and the effective NFIP map, our determination is shown on the
attached Conditional Letter of Map Revision based on Fill (CLOMR -F) Comment Document. This
comment document provides additional information regarding the effective NFIP map, the legal
description of the property and our comments regarding this proposed project.
Additional documents are enclosed which provide information regarding the subject property and
CLOMR -Fs. Please see the List of Enclosures below to determine which documents are enclosed.
Other attachments specific to this request may be included as referenced in the
Determination /Comment document. If you have any questions about this letter or any of the
enclosures, please contact the FEMA Map Assistance Center toll free at (877) 336-2627(877-FEMA
MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower
Avenue, Suite 130, Alexandria, VA 22304 -6439.
Sincerely,
William R. Blanton Jr., CFM, Chief
Engineering Management Branch
Mitigation Directorate
LIST OF ENCLOSURES:
CLOMR -F COMMENT DOCUMENT
cc: Mr. Robert Butler
0700636
Idaho Eye Clinic
STRUCTURAL CALCULATIONS
For
IDAHO EYE CLINIC
Rexburg, Idaho
March 25, 2008
'rrC
l r�
Prepared for:
LCA ARCHITECTS
1221 SHORELINE LANE
BOISE, IDAHO 83702
Prepared by:
CALL ENGINEERING
7337 NORTHVIEW
BOISE, IDAHO 83704
DD U
I $ APR — 2 2008
's�
0 F R'r "�
I I
I I
� I
91
I�
\r
C A L
ENGINEERING, PA
Structural Engineers
Table of Contents
Structural Calculations
DesignLoads ........................ ............................... D 1
Foundation........................... ............................... F1 — F 1 4
Floor.................................. ............................... GI
Walls.................................. ............................... W 1- W l l
Columns.............................. ............................... C1 —05
Roof.................................. ............................... R1 —R8
Lateral................................ ............................... L 1 — L21
7337 Northview ♦ Boise, Idaho 83704 ♦ Phone: (208) 321- 2656+Fax (208) 658 -8051 ♦e -mail infoou callengineering.com
Project: o /- W C' f f,, "c
Project #: f 3 B
Date: Page:
CALL
ENGINEERING, PA
p r
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
Project: o /- W C' f f,, "c
Project #: f 3 B
Date: Page:
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Date: Page: f
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C A L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
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Project: TIM 4 (3 rIJ k C" f s##v /c-
Project #: B
Date: Page: f
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Call Engineering Title : Idaho Eye Clinic
7337 Northview Job # 07138
Dsgnr: Date: 4:18PM, 11 DEC 07
Boise, ID 83704 Description
(208) 321 -2656 Scope
Rev: 560014
Code Ref: AC1 318-02,1997 UBC, 2003 IBC, 200 NFPA 5000
(c)1 3 -2 EN E
User:06 E 9 N 9 E 6 Ver5.8 RCALC Engin 1-Decgin g S S o ftware Restrained Retaining Wall Design Page 1
So
calcs ecw Calculations
Description
TYPICAL EXTERIOR WALL
Criteria
Retained Height = 3.00 ft
Wall height above soil = 0.50 ft
Total Wall Height = 3 50f
Top Support Height =
3.50 ft
Slope Behind Wall =
0.00: 1
'
Height of Soil over Toe =
0.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel = 0.0 psf
-NOT Used To Resist Sliding & Overturn
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 1,174.0 Ibs
Axial Live Load = 1,640.0 Ibs
Axial Load Eccentricity = 2.0 in
Design Summary
Total Bearing Load = 3,847 Ibs
...resultant ecc. = 0.45 in
Soil Pressure @ Toe
= 1,677 psf OK
Soil Pressure @ Heel
= 1,401 psf OK
Allowable
= 2,000 psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
= 2,562 psf
ACI Factored @ Heel
= 2,140 psf
Footing Shear @ Toe
= 4.8 psi OK
Footing Shear @ Heel
= 4.9 psi OK
Allowable
= 85.0 psi
Reaction at Top
= 225.0 Ibs
Reaction at Bottom
= 190.0 Ibs
Sliding Stability Ratio
= 7.40 OK
Sliding Calcs
Footing Width
Lateral Sliding Force
= 190.0 Ibs
less 100% Passive Force- - 175.0 Ibs
less 100% Friction Force=
- 1,231.0 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footin _ Design Results
Factored Pressure =
5 eel
2,562 2,140 psf
Mu': Upward =
1,055 0 ft-#
Mu': Downward =
88 189 ft-#
Mu: Design
966 189 ft-#
Actual 1 -Way Shear =
4.77 4.94 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0
Toe Active Pressure = 0.0
Passive Pressure = 350.0
FootingIISoil Friction = 0.320
Soil height to ignore
for passive pressure = 0.00 in
Uniform Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Strengths &Dimensions
fc = 2,500 psi
Fy = 60,000 psi
Min. As %
= 0.0014
Toe Width
= 0.92 ft
Heel Width
= 1.58
Total Footing Width
= 2.50
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
738.6 ft-#
Adjacent Footing Load
= 0.0 Ibs
Footing Width
= 0.00 ft
Eccentricity
- 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Line
Base Above /Below Soil
85.00 psi
at Back of Wall
= 0.0 ft
Concrete Stem Construction
Thickness = 10.00 in Fy = 60,000 psi
Wall Weight = 120.8 pcf fc = 2,500 psi
Stem is FIXED to top of footing
Top Su Mmax Between
T
@ p pport Top & Base @ Base of Wall
Design height =
Stem OK
3.50 ft
Stem OK
Rebar Size =
# 4
0.00 ft
# 4
Rebar Spacing =
18.00 in
18.00 in
Rebar Placed at =
Center
Center
Rebar Depth 'd' =
5.00 in
5.00 in
Design Data
fb /FB + fa /Fa =
0.254
0.084
Mu .... Actual =
738.6 ft-#
244.2 ft-#
Mn * Phi..... Allowable =
2,905.6 ft-#
2,905.6 ft-#
Shear Force @ this height =
357.3 Ibs
Shear..... Actual =
5.95 psi
Shear..... Allowable =
85.00 psi
Rebar Lap Required =
18.72 in
18.72 in
Rebar embedment into footing
=
Other Acceptable Sizes & Spacings:
Toe: None Spec'd
-or- Not req'd, Mu <
S * Fr
Heel: None Spec'd
-or- Not req'd, Mu <
S * Fr
Key: No key defined
-or- No key defined
Stem OK
0.00 ft
# 4
18.00 in
Center
5.00 in
0.084
244.2 ft-#
2,905.6 ft -#
89.5 Ibs
1.49 psi
85.00 psi
6.00 in
Call Engineering Title : Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 4:18PM, 11 DEC 07
Boise, ID 83704 Description
(208) 321 -2656 Scope : 3-
Rev: 580014 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
User:KW003ENERCALC 6,Ver5.8 En l gineering -Dec-2003
Software o ftware Restrained Retaining Wall Design Page 2
003 ENneering o calcs.ecw:Calculations
Description TYPICAL EXTERIOR WALL
Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing
Forces acting on footing for sliding & soil pressure....
Sliding Forces
_ Load & Moment Summary For Footing : For Soil Pressure Calcs
Stem Shear @ Top of Footing = -67.5 Ibs
Moment @ Top of Footing Applied from Stem =
Heel Active Pressure = -122.5
-160.9 ft-#
Sliding Force = 190.0 Ibs
Surcharge Over Heel = Ibs ft
ft-#
Net Moment Used For Soil Pressure Calculations
Axial Dead Load on Stem = 2,814.0 Ibs 1.17ft
3,283.Oft -#
Soil Over Toe = Ibs ft
ft-#
143.6 ft-#
_
Surcharge Over Toe - Ibs ft
ft-#
Stem Weight = 422.9 Ibs 1.33ft
563.9ft -#
Soil Over Heel = 247.5lbs 2.13 ft
525.9ft -#
Footing Weight = 362.5 Ibs 1.25 ft
453.1 ft-#
Total Vertical Force = 3,846.9 Ibs Base Moment;
4,665.1 ft-#
0
Call Engineering Title : Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 4:21 PM, 11 DEC 07
Boise, ID 83704 Description
(208) 321 - 2656 Scope: 41
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW- 0602996, ver5.8.0, 1- Dec -2003 Restrained Retii Wall Desi Page 1
(c)1983 -200 ENERCALC Engineering software Retaining g D esig n
Description TYPICAL EXTERIOR WALL Non BRG /Uplift
Criteria
Retained Height = 3.00 ft
Wall height above soil = 0.50 ft
Total Wall Height = 3.50 ft
Top Support Height = 3.50 ft
' Slope Behind Wall 0.00: 1
Height of Soil over Toe = 0.00 in
Soil Density = 110.00 pcf
t
t
Wind on Stem = 0.0 psf
Surcharge Loads
ru�ma
MMENININEMMIM
Surcharge Over Heel = 0.0 psf
-NOT Used To Resist Sliding & Overturn
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
LAxial Load Applied to Stem
Axial Dead Load = 1,174.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 2.0 in
Design Summary
Total Bearing Load = 2,079 Ibs
...resultant ecc. = 0.48 in
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0
Toe Active Pressure = 0.0
Passive Pressure = 350.0
FootingIISoil Friction = 0.320
Soil height to ignore
for passive pressure = 0.00 in
Uniform Lateral Load Applied to Stem
III N
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Strengths &Dimensions
fc = 2,500 psi
Fy = 60,000 psi
Min. As %
= 0.0014
Toe Width
= 0.58 ft
Heel Width
= 1.42
Total Footing Width
= 2.00
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Adjacent Footing Load
= 1,165 psf OK
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line
Base Above /Below Soil
Footing Shear @ Heel
,
at Back of Wall =
0.0 ft
Concrete Stem Construction
Thickness = 10.00 in Fy = 60,000 psi
Wall Weight = 120.8 pcf fc = 2,500 psi
Stem is FIXED to top of footing
Soil Pressure @ Toe
= 1,165 psf OK
Soil Pressure @ Heel
= 914 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,631 psf
ACI Factored @ Heel
= 1,280 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= 3.8 psi OK
Allowable
= 85.0 psi
Reaction at Top
= 107.8 Ibs
Reaction at Bottom
= 172.2 Ibs
Sliding Stability Ratio
= 4.88 OK
Sliding Calcs
Mu .... Actual =
Lateral Sliding Force
= 172.2 Ibs
less 100% Passive Force= - 175.0 Ibs
less 100% Friction Force=
- 665.4 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Factored Pressure =
oe eel
1,631 1,280 psf
Mu': Upward =
272 0 ft-#
Mu': Downward =
36 114 ft-#
Mu: Design =
236 114 ft-#
Actual 1 -Way Shear =
0.00 3.84 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Mmax Between
@ Top Support Top & Base @ Bas of W all
Stem OK
0.00 ft
# 4
18.00 in
Center
5.00 in
0.004
11.8 ft-#
2,905.6 ft-#
109.6 Ibs
1.83 psi
85.00 psi
6.00 in
Stem OK
Stem OK
Design height =
3.50 ft
0.69 ft
Rebar Size =
# 4
# 4
Rebar Spacing =
18.00 in
18.00 in
Rebar Placed at =
Center
Center
Rebar Depth 'd' =
5.00 in
5.00 in
Design Data
fb /FB + fa /Fa =
0.094
0.017
Mu .... Actual =
273.9 ft-#
48.2 ft-#
Mn * Phi..... Allowable =
2,905.6 ft-#
2,905.6 ft-#
Shear Force @ this height =
158.1 Ibs
Shear..... Actual =
2.64 psi
Shear..... Allowable =
85.00 psi
Rebar Lap Required =
18.72 in
18.72 in
Rebar embedment into footing
=
Other Acceptable Sizes & Spacings:
Toe: None Spec'd
-or- Not req'd, Mu <
S * Fr
Heel: None Spec'd
-or- Not req'd, Mu <
S * Fr
Key: No key defined
-or- No key defined
Stem OK
0.00 ft
# 4
18.00 in
Center
5.00 in
0.004
11.8 ft-#
2,905.6 ft-#
109.6 Ibs
1.83 psi
85.00 psi
6.00 in
J
Call Engineering
7337 Northview
Title :Idaho Eye Clinic
Job # 07138
Boise, ID 83704
Description Date: 4:21 PM,
11 DEC 07
(208) 321 -2656
Scope
Rev: 580014
User: 32 03 ENE Ver5. 1- Dec -2003
(c)1983-2003 ENERCALC Engineering Software
Code Ref: AC' 318 -02, 1997 UBC, 2003 IBC,
Restrained Retaining Wall Design
2003 NFPA 5000
Pa e 2
g
Description TYPICAL EXTERIOR WALL Non BRG /Uplift calcs.ecw:Calculations
Summary of Forces on Footing
: Slab is NOT providing sliding,
stem is FIXED Forces acting on footing for sliding &soil pressure.... at footing
Sliding Forces
Stem Shear Top of Footing =
Load &M oment Summary For Footing :For Soil Pressure Calcs
49.7 Ibs
Heel Active Pressure _
Moment @ Top of F from Stem
ooting Applied f
-122.5
Sliding Force
-24.2 ft-#
=
12271 bs Surcharge Over Heel = Ibs
I
Net Moment Used For Soil Pressure Calculations
ft
Axial Dead Load on Stem = 1,174.0 Ibs 0.83ft
Soil Over Toe
ft-#
978.3ft -#
83.5 ft-# Ibs ft
Surcharge Over Toe = Ibs
ft-#
ft
Stem Weight = 422.91bs 1.00ft
Soil Over Heel
ft-#
422.9ft -#
'
192.5 Ibs 1.71 ft
Footing Weight = 290.OIbs 1.00ft
328.9ft -#
Total Vertical Force = 902 90 147bs Base Moment
290.0ft -#
5gg1 gft-#
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Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
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7337 Northview St. ♦ Boise, Idaho 83704
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email: info @callengineering.com
Project: _ L 1 f C L/ N/ C.
Project #: Q / B
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Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
User: KW- 0602996,
(c)1983 -2003 ENER
Description
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
Ver 5.8.0 -2003 General Footing Analysis & Design
CALC Engineering Software g n Y g
Canopy FTG @ TS Col (D + S)
General InforfflatlOn
ACI C -1
Code Ref: ACI 318 -02, 1997 LIBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
1,500.0 psf
Dimensions...
7.00ft x 7.00ft Footing,
Short Term Increase
1.000
Width along X -X Axis
7.000 ft
Seismic Zone
4
Length along Y -Y Axis
7.000 ft
Live &Short Term Combined
Allowable
Footing Thickness
12.00 in
fc
0.882
Col Dim. Along X -X Axis
35.00 in
0.000 in
2,500.0 psi
Col Dim. Along Y -Y Axis
35.00 in
Fy
60,000.0 psi
Base Pedestal Height
30.000 in
Concrete Weight
145.00 pcf
Vn * Phi
X -X Min. Stability Ratio
Overburden Weight
200.00 sf
p
Min Steel %
0.0014
85.000 psi
170.000 psi
Y -Y Min. Stability Ratio
Rebar Center To Edge Distance
3.50 in
Loads
R
ACI C -2
-
-- -- - - ..
Applied Vertical Load...
Dead Load
Live Load
Short Term Load
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears...
Dead Load
Live Load
Short Term
4.700 k
7.200 k
k
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
k
ecc along X -X Axis 0.000 in
ecc along Y -Y Axis 0.000 in
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
_�.........,
ACI C -1
ACI C -2
ACI C -3
Vn * Phi
Footing Design OK
7.00ft x 7.00ft Footing,
12.Oin Thick,
w/ Column Support 35.00 x 35.00in x 30.Oin high
7.13 psi
Max Soil Pressure
DL +LL
616.1
DL +LL +ST
616.1 psf
Max Mu
Actual
Allowable
Allowable
1,500.0
1,500.0 psf
Required Steel Area
0.882
k -ft per ft
0.259 in2 per ft
"X Ecc, of Resultant
0.000 in
0.000 in
85.00 psi
"Y' Ecc, of Resultant
0.000 in
0.000 in
Shear Stresses....
Vu
Vn * Phi
X -X Min. Stability Ratio
No Overturning
1.500 :1
1 -Way
2 -W ay
5.537
10.358
85.000 psi
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
Moments
Mu @ Left
ACI C -1
ACI C -2
ACI C -3
Dtmg Design - - - - -- - -
Shear Forces
ACI C -1
ACI C -2
ACI C -3
Vn * Phi
Two -Way Shear
10.36 psi
7.13 psi
1.35 psi
170.00 psi
One -Way Shears...
Vu @ Left
5.54 psi
3.81 psi
0.72 psi
85.00 psi
Vu @ Right
Vu @ Top
5.54 psi
5.54
3.81 psi
0.72 psi
85.00 psi
Vu @ Bottom
psi
5.54 psi
3.81 psi
3.81 psi
0.72 psi
0.72 psi
85.00 psi
85.00 psi
Moments
Mu @ Left
ACI C -1
ACI C -2
ACI C -3
Ru / Phi
As Read
Mu @ Right
0.88 k -ft
0.88 k -ft
0.61 k -ft
0.61 k -ft
0.11 k -ft
0.11 k
13.6 psi
0.26 in2
per ft
Mu @ Top
Mu @ Bottom
0.88 k -ft
0.61 k -ft
-ft
0.11 k -ft
13.6 psi
13.6 psi
0.26 in2
0.26 in2
per ft
per ft
0.88 k -ft
0.61 k -ft
0.11 k -ft
13.6 psi
0.26 in2
per ft
I C l
- - --
Page _1
C21CS.eCw Calculaflnns
Job # 07138
Date: 3:14PM, 17 MAR 08
Call Engineering Title : Idaho Eye Clinic Job # 07138
i Soil Pressure Summary
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
--- - -
Service Load Soil Pressures
DL + LL
DL + LL + ST
Factored Load Soil Pressures
Left
616.07
616.07
Right
616.07
616.07
Top
616.07
616.07
Bottom
616.07 psf
616.07 psf
ACI Eq. C -1
ACI Eq. C -2
ACI Eq. C -3
906.58
774.39
3
906.58
774.39
3 65.58
906.58
774.39
365.58
906.58 psf
774.39 psf
365.58 psf
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C -2 ST
1.700 ACI C -3 Short Term Factor 1.300
seismic = ST * :
1.100 Used in ACI C -2 8, C -3
t
II
fl
Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
User .3- 20003ENE,RCALC E n g in Dec
(c)198 eeringSo Software General Footing Analysis & Design
3 -23 ENECALC ning So g Y g
Description Canopy FTG @ TS Col (D + 20 %S + E)
Job # 07138
Date: 3:14PM, 17 MAR 08
Page 1
calcs ecw Calculations
General information
.�uniniar y
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
1,500.0 psf
Dimensions...
Short Term Increase
1.000
Width along X -X Axis 7.000 ft
Seismic Zone
4
Length along Y -Y Axis 7.000 ft
Live &Short Term Combined
Footing Thickness 12.00 in
DL +LL
Col Dim. Along X -X Axis 35.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis 35.00 in
Fy
60,000.0 psi
Base Pedestal Height 30.000 in
Concrete Weight
145.00 pcf
0.866 k -ft per ft
Overburden Weight
200.00 psf
Min Steel % 0.0014
1,500.0 psf
0.000
Required Steel Area
Rebar Center To Edge Distance 3.50 in
Loads
"Y' Ecc, of Resultant
- - - -- _ - --
Applied Vertical Load...
Shear Stresses.... Vu
Vn ` Phi
Dead Load
5.100 k
...ecc along X -X Axis 0.000 in
Live Load
1.500 k
...ecc along Y -Y Axis 0.000 in
Short Term Load
k
Y -Y Min. Stability Ratio
No Overturning
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
12.900 k -ft
Vn " Phi
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k
0.770 k
Live Load
k
k
Short Term
k
k
.�uniniar y
Footing Design OK
i 7.00ft x 7.00ft Footing,
12.Oin Thick,
w/ Column Support
35.00 x 35.00in
x 30.Oin high
DL +LL
DL +LL +ST
Actual
Allowable
Max Soil Pressure
555.0
780.7 psf
Max Mu
0.866 k -ft per ft
Allowable
"X' Ecc, of Resultant
1,500.0
0.000 in
1,500.0 psf
0.000
Required Steel Area
0.259 in2 per ft
"Y' Ecc, of Resultant
1:299 in
in
7.519 in
Shear Stresses.... Vu
Vn ` Phi
X -X Min. Stability Ratio
5.585
1.500 :1
1 -Wa y
2 -Wa
5.457
5.802
85 000 psi
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
Footing Design
- -- -- _
Shear Forces
ACI C -1
ACI C -2
ACI C -3
Vn " Phi
Two -Way Shear
5.80 psi
3.42 psi
1.53 psi
170.00 psi
One -Way Shears...
Vu @ Left
3.10 psi
1.83 psi
0.82 psi
85.00 psi
Vu @ Right
3.10 psi
1.83 psi
0.82 psi
85.00 psi
Vu @ Top
3.83 psi
5.46 psi
2.99 psi
85.00 psi
Vu @ Bottom
2.38 psi
-1.80 psi
-1.36 psi
85.00 psi
Moments
ACI C -1
ACI C -2
ACI C -3
Ru / Phi
As Read
Mu @ Left
0.49 k -ft
0.29 k -ft
0.13 k -ft
7.6 psi
0.26 in2 per ft
Mu @ Right
Mu @ Top
0.49 k -ft
0.61 k
0.29 k -ft
0.13 k -ft
7.6 psi
0.26 in2 per ft
Mu @ Bottom
-ft
0.38 k -ft
0.87 k -ft
-0.28 k -ft
0.47 k -ft
-0.21 k -ft
13.3 psi
5.8 psi
0.26 in2 per ft
0.26 in2 per ft
Description Canopy FTG @ TS Col (D + 20 %S + E)
Soil Pressure Summary
Service Load Soil Pressures
DL + LL
DL + LL + ST
Factored Load Soil Pressures
Left
507.91
507.91
Right
507.91
507.91
Top
555.05
780.70
-- —
Bottom
460.76 psf
235.11 psf
ACI Eq. C -1
ACI Eq. C -2
ACI Eq. C -3
720.25
622.96
3 72. 9 2
720.25
622.96
3 72.92
787.10
957.56
573.22
653.40 psf
288.37 psf
172.62 psf
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I 1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300
....seismic = ST ' : 1.100 Used in ACI C -2 & C -3
I
1
iJ
I �
Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Title: Idaho Eye Clinic
Dsgnr:
Description
Scope :
Job # 07138
Date: 3:14PM, 17 MAR 08
F 13
User 3- 20 1- Dec gineerin
(c)198 gSo So ftware General Footin Analysis & Design
3 -23 ENECALC Eng So
Page 1
calcs.ecw. Calculations
Description Canopy FTG @ TS Col (.6D + W)
I General Information
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
1,500.0 psf
Dimensions...
Short Term Increase
1.000
Width along X -X Axis 7.000 ft
Seismic Zone
4
Length along Y -Y Axis 7.000 ft
Live &Short Term Combined
Actual
Footing Thickness 12.00 in
Max Soil Pressure
225.5
Col Dim. Along X -X Axis 35.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis 35.00 in
Fy
60,000.0 psi
Base Pedestal Height 30.000 in
Concrete Weight
145.00 pcf
"X Ecc, of Resultant
Overburden Weight
120.00 psf
Min Steel % 0.0014
-1.88 psi
0.43 psi
Rebar Center To Edge Distance 3.50 in
Loads
11.133 in
Shear Stresses....
Applied Vertical Load...
Vn * Phi
X -X Min. Stability Ratio
Dead Load
2.800 k
...ecc along X -X Axis 0.000 in
Live Load
-6.800 k
...ecc along Y -Y Axis 0.000 in
Short Term Load
k
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
8.500 k -ft
Mu @ Left
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k
k
Live Load
k
k
Short Term
k
0.500 k
aummdiy
Footing Design OK
7.00ft x 7.00ft Footing,
12.Oin Thick, w/ Column Support 35.00 x 35.00in x 30.Oin high
ACI C -1
ACI C -2
DL +LL
DL +LL +ST
Actual
Allowable
Max Soil Pressure
225.5
404.8 psf
Max Mu
0.610 k -ft per ft
Allowable
1,500.0
1,500.0 psf
Required Steel Area
0.259 in2 per ft
"X Ecc, of Resultant
0.000 in
0.000 in
-1.27 psi
-1.88 psi
0.43 psi
"Y' Ecc, of Resultant
0.000 in
11.133 in
Shear Stresses....
Vu
Vn * Phi
X -X Min. Stability Ratio
1.835
1.500 :1
1 -Way
2 -Wa
3.837
3.508
85.000 psi
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
85.00 psi
Vu @ Bottom
Footing Design
Shear Forces
ACI C -1
ACI C -2
ACI C -3
Vn * Phi
Two -Way Shear
2.37 psi
3.51 psi
0.80 psi
170.00 psi
One -Way Shears...
Vu @ Left
-1.27 psi
-1.88 psi
0.43 psi
85.00 psi
Vu @ Right
-1.27 psi
-1.88 psi
0.43 psi
85.00 psi
Vu @ Top
-1.27 psi
0.09 psi
2.76 psi
85.00 psi
Vu @ Bottom
-1.27 psi
-3.84 psi
-1.91 psi
85.00 psi
Moments
ACI C -1
ACI C -2
ACI C -3
Ru / Phi
As Redd
Mu @ Left
-0.20 k -ft
-0.30 k -ft
0.07 k -ft
4.6 psi
-0.26 in2
per ft
Mu @ Right
Mu @ Top
-0.20 k -ft
-0.20 k
-0.30 k -ft
0.07 k -ft
4.6 psi
-0.26 in2
per ft
-ft
0.01 k -ft
0.44 k -ft
6.7 psi
0.26 in2
per ft
Mu @ Bottom
-0.20 k -ft
-0.61 k -ft
-0.30 k -ft
9.4 psi
-0.26 in2
per ft
Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
Job # 07138
Date: 3:14PM, 17 MAR 08
-..
L User KW- 0602996, Ve t- Dec -2003 General Footing Analysis & Design Page 2
(c "983 -2003 ENERCALC Engineering Software calcs.ecw:Calculations
Description Canopy FTG @ TS Col (.6D + W)
Soil Pressure Summary
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
l
Q
Service Load Soil Pressures
Left
Right
Top
Bottom
DL + LL
225.47
225.47
225.47
225.47 psf
DL + LL + ST
225.47
225.47
404.77
46.17 psf
Factored Load Soil Pressures
ACI Eq. C -1
274.02
274.02
274.02
274.02 psf
ACI Eq. C -2
227.55
227.55
408.50
46.59 psf
A Eq. C -3
2
2 71. 18
4
55.53 psf
AGI F8Ct01S (perACl 318 02, applied internally to entered loads)
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C -2 ST
1.700 ACI C -3 Short Term Factor 1.300
....seismic = ST' :
1.100 Used in ACI C -2 & C -3
I�U 74 "V�� 1 `�`' "�` 11 7/8" TJ I@ 210 16" o/c
TJ- Beam ®6.25 Serial Number: 7005102190
Paget Engine Version:6.25,7�
1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
i
0 2
b 13'
Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs -
Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs) Detail
Other
Width
Length
Live /Dead /Uplitt/Total
1 Stud wall 3.50"
2.25"
433 / 303 / 0 / 737
End, Rim
1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board®
2 Stud wall 3.50"
DESIGN CONTROLS:
2.25"
433 / 303 / 0 / 737
End, Rim
1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board®
Maximum
Design Control
Control
Location
Shear (Ibs)
1000
1000 1655
Passed (60 %)
Rt. end Span 1 under Concentrated loading
Vertical Reaction (Ibs)
995
995 1110
Passed (90 %)
Bearing 2 under Concentrated loading
Moment (Ft -Lbs)
2243
2243 3620
Passed (62 %)
MID Span 1 under Floor loading
Live Load Dell (in)
Total Load Defl (in)
0.130 0.315
0.221 0.629
Passed (U999 +)
Passed (U682)
MID Span 1 under Floor loading
MID Span 1 under Floor loading
TJPro
55 30
Passed
Span
C
- Deflection Criteria: STAN DARD(LL: U480,TL: U240).
Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
- Bracing(Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear.
� TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.49
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above.
, PROJECT INFORMATION:
,Copyright e° 2006 by Trus Joist, a Weyerhaeuser Business
TJI:x and TJ -BeamR are registered trademarks of Trus Joist.
e -I Joist -,Pro° and TJ -Pro- are trademarks of Trus Joist.
OPERATOR INFORMATION:
Brian Garner
Call Engineering
7337 Northview
Boise, ID 83704
Phone: (208) 321 -2656
Fax :(208) 658 -8051
bgarner @callengineering.com
'A ®
CALL
ENGINEERING, PA
® MONEW
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info @callengineering.com
Project: Y14
C 0 Aj
Project #: ? By:
Date: Page:
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Il
Description Interior BRG Stud
I Unbraced
length for "y -y" axis sideways deflection 10.00 ft
Unbraced length for "x -x" axis sideways deflection 1.00 ft
Lu XX for Bending 1.00 ft
Loads
Dead Load
Live Load
Short Term Load
Axial Load 1,440.00lbs
2,520.00 Ibs
0.00 Ibs
Eccentricity 0.000in
Applied Moment 0.00 in-#
0.00 in-#
1,000.00 in-#
Max. Design Moment 0.00in -#
Summary
0.00in -#
1,000.00 in-#
Column OK
Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column
Ht= 10.00ft
DL + LL
DL + LL + ST
DL + ST
fc :Compression 480.00 psi
480.00 psi
174.55 psi i
Fc : Allowable 812.22 psi
812.22 psi
812.22 psi
fbx : Flexural 0.00 psi
F'bx:
132.23 psi
132.23 psi
Allowable 1,163.51 psi
1,163.51 psi
1,163.51 psi
f I nteraction Value 0.5910
0.4707
0.1625
Stress Details
� ���
Fc : X -X 1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y 812.22 psi
Max k'Lu / d
50.00
Pc: Allowable 812.22 psi
Le : Bending
2.06 ft
F'c:Allow' Load Dur Factor 812.22 psi
(Lu -xx ' NDS Table 3.3.3
factor)
F'bx 1,163.51 psi
F'bx ' Load Duration Factor 1,163.51 psi
Rb : (Le d / b 1 2) ^.5
Min. Allow k'Lu / d
7.773
11.00
Cf:Bending
1.300
For Axial Stress Calcs...
Cf : Axial
1.100
Axial X -X k Lu / d
8.00
Axial Y -Y k Lu / d
21.82
I I
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CA L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
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Exterior Bearing Stud
Title :
Dsgnr:
Description
Scope :
Timber Column Design
Job# r) 8
Date: 11:12AM, 16 NOV 07
W L 1
Page 1
talcs. ecw: Calculations
General Information
Call Engineering
Wood Section
7337 Northview
10.00 ft
Boise, ID 83704
Load Duration Factor
(208) 321 -2656
Column Depth (along y -y axis)
5.50 in Fc
1,350.00 psi
Rev: 580004
User: KW- 0602996, Ver 5.8.0,
1.50 in Fb
900.00 psi
(01983 -2003 ENERCALC Enc
E - Elastic Modulus
Description
1
Exterior Bearing Stud
Title :
Dsgnr:
Description
Scope :
Timber Column Design
Job# r) 8
Date: 11:12AM, 16 NOV 07
W L 1
Page 1
talcs. ecw: Calculations
General Information
ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
2x6 Total Column Height
10.00 ft
Rectangular Column
Load Duration Factor
1.00
Column Depth (along y -y axis)
5.50 in Fc
1,350.00 psi
Width (along x -x axis)
1.50 in Fb
900.00 psi
Sawn
E - Elastic Modulus
1,600 ksi
Douglas Fir - Larch, No.2
Eccentricity 0.000in
Applied Moment 0.00 in-# 0.00 in-# 4,797.00 in-#
Max. Design Moment 0.00in -# 0.00in -# 4,797.00 in-#
immary
Column OK �
Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 10.00ft
DL + LL DL + LL + ST DL + ST
I
fc : Compression 381.33 psi 381.33 psi 138.67 psi
Fc : Allowable 812.22 psi 812.22 psi 812.22 psi I
fbx : Flexural
0.00 psi
634.31 psi
634.31 psi
F'bx:Allowable
1,163.51 psi
1,163.51 psi
1,163.51 psi
Interaction Value
0.4695
0.7948
0.584
Stress Details
- --
Fc : X -X
1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y
812.22 psi
Max k'Lu / d
50.00
F'c : Allowable
812.22 psi
Le : Bending
2.06 ft
F'c:Allow' Load Dur Factor
812.22 psi
(Lu -xx ' NDS Table 3.3.3 factor)
F'bx
F'bx' Load Duration Factor
1,163.51 psi
1,163.51 psi
Rb : (Led / b ^2) ^.5
7,773
Min. Allow k'Lu / d
11.00
Cf:Bending
1.300
For Axial Stress Calcs...
Cf : Axial
1.100
Axial X -X k Lu / d
8.00
Axial Y -Y k Lu / d
21.82
.� ®
C A L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
U"; ' C c
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Project: 1114 1, F' (-O Lc
Project #: C-2217 By:
Date: — Page: W S
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CAL
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
�JA L L Y
Project: - JOA 1/0 L Y/=
C C f411r
Project #: 6 By:
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Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Job # 07138
Date: 11:01 AM, 13 MAR 08
IA 1 '7
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
User 3-2 0003 ENE V RCA LC En 1 gin Bering 03 Softre
(c)198 Timber Column Design
3 -23 ENELC Eneering wa
Description SINGLE BRG STUD @ FRONT WINDOW
ueneral Inrormation
Wood Section
Rectangular Column
Column Depth (along y -y axis)
Width (along x -x axis)
Sawn
Unbraced length for "y -y" axis sideways deflection
Unbraced length for "x -x" axis sideways deflection
Lu XX for Bending
10.00 ft
1.00 ft
1.00 ft
Fc : X -X
1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y
Dead Load
Live Load
Short Term Load
Axial Load
0.00 fbs
3,593.00 Ibs
0.00 Ibs
Eccentricity 0.000in
812.22 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
F'bx * Load Duration Factor
1,163.51 psi
1,163.51 psi
Rb : (Le d / bA2) A.5
7 773
-
11.00
Column OK
Using : 2x6, Width= 1.50in,
Depth= 5.50in, Total Column Ht= 10.00ft
For Axial Stress Calcs...
DL +ILL
DL +LL +ST
DL +ST
fc :Compression
435.52 psi
435.52 psi
0.00 psi
Fc : Allowable
812.22 psi
812.22 psi
812.22 psi
fbx : Flexural
0.00 psi
0.00 psi
0.00 psi
F'bx: Allowable
1,163.51 psi
1,163.51 psi
1,163.51 psi
Interaction Value
0.5362
0.5362
0.0000
Stress Details
Fc : X -X
1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y
812.22 psi
Max k *Lu / d
50.00
F'c : Allowable
812.22 psi
Le : Bending
2.06 ft
F'c:Allow * Load Dur Factor
812.22 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
F'bx * Load Duration Factor
1,163.51 psi
1,163.51 psi
Rb : (Le d / bA2) A.5
7 773
Min. Allow k *Lu / d
11.00
Cf:Bending
1.300
For Axial Stress Calcs...
Cf : Axial
1.100
Axial X -X k Lu / d
8.00
Axial Y -Y k Lu / d
21.82
Page 1
'A
CAL
OMW
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
b/
Project: 1! ' Y'
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Project #: 62.1 S By:
Date: Page:
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ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
Project: P14 0
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Project #: B
Date: Page:
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Date: Page: ru
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CALL
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
VJ f4C cS.
+ 4 v �
Project: --E- C CL Af(! r C
Project #: 0 V B
Date: Page: ru
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Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user riefinari
Section Name 5.125x10.5
Call Engineering
Title Idaho
Beam Depth
10.500 in
7337 Northview
: Eye Clinic
Dsgnr:
Job # 07138
Camber ( using 1.5 * D.L. Defl ) ...
Boise, ID 83704
Description
Date: 3:13PM, 20 MAR 08
Beam End Fixity
(208) 321 -2656
Allowable
Wood Density
32.000 pcf
j Rev: 580004
Scope
Max. Positive Moment
Max. Negative Moment
15.16 k -ft at
4.500 ft
User KW- 0602996, Ver5.8.0, 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
General Timber Beam
Max @ Left Support
Pa
0.000 ft
Description Header @ entry
@Right
calcs.ecw: Ca
t
v 1-1al 1111VIIIId
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user riefinari
Section Name 5.125x10.5
Beam Width
5.125 in
Beam Depth
10.500 in
Member Type
GluLam
Bm Wt. Added to Loads
Camber ( using 1.5 * D.L. Defl ) ...
Load Dur. Factor
1.150
Maximum
Beam End Fixity
Pin -Pin
Allowable
Wood Density
32.000 pcf
Full Length Unifo
Center
Left Cantilever
Right Cantilever
DL
540.00 #/ft LL 945.00 #/ft
DL #/ft LL #/ft
DL #/ft LL #/ft
Span= 9.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin
Dead Load
Deflection
-0.097 in
Max Stress Ratio
0.702 1
...Length /Deft
1,114.1
Camber ( using 1.5 * D.L. Defl ) ...
Maximum Moment
15.2 k -ft
Maximum
Shear *
1.5
Allowable
21.6 k -ft
@ Right Support
Allowable
Max. Positive Moment
Max. Negative Moment
15.16 k -ft at
4.500 ft
Shear:
@Left
Max @ Left Support
0.00 k -ft at
0.00 k -ft
0.000 ft
@Right
Max Right Su
@ 9 Support
0.00 k -ft
Bearing @ Supports
Camber:
@ Left
Max. M allow
21.60
Max. Right Reaction
@Center
@ Right
fb 1,931.37 psi
P
ii
fv 187.77 psi
Reactions...
Left DL
2.48 k
Max
Fb 2,752.37 psi
Fv 276.00 psi
Right DL
2.48 k
Max
Deflections
center Span...
Dead Load
Deflection
-0.097 in
...Location
4.500 ft
...Length /Deft
1,114.1
Camber ( using 1.5 * D.L. Defl ) ...
@ Center
0.145 in
@ Left
0.000 in
@ Right
0.000 in
@ Right Support
Total Load
Left Cantilever...
-0.263 in
Deflection
4.500 ft
...Length /Deft
410.77
Right Cantilever...
Max Moment
Deflection
@ Center
... Length /Deft
Beam Design OK j
10.1 k
14.9 k
6.74 k
6.74 k
0.000 in
0.145 in
0.000 in
6.74 k
6.74 k
0.000 in
0.000 in
0.0
00
0.000 in
0.000 in
0.0
0.0
rm Loads
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V8
Fb Base Allow
Fv Allow
Fc Allow
E
2.00 ft
0.00 ft
0.00 ft
Sxx 94.172 in3
CI 0.997
Sxx Req'd
66.08 in3
0.00 in3
0.00 in3
@ Right Support
10.10 k
36.610 in2
276.00 psi
Bearing Length Req'd
Bearing Length Req'd
Area 53.813 in2
Allowable fb
2,752.37 psi
2,760.00 psi
2,760.00 psi
2.022 in
2.022 in
Denaing Analysis
Ck 20.128 Le
Cv 1.000 Rb
4.118 ft
4.446
Max Moment
@ Center
15.16 k -ft
@ Left Support
0.00 k -ft
@ Right Support
0.00 k -ft
Shear Analysis
@ Left Support
Design Shear
10.10 k
Area Required
36.610 in2
Fv: Allowable
276.00 psi
Bearing @ Supports
Max. Left Reaction
6.74 k
Max. Right Reaction
6.74 k
rm Loads
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V8
Fb Base Allow
Fv Allow
Fc Allow
E
2.00 ft
0.00 ft
0.00 ft
Sxx 94.172 in3
CI 0.997
Sxx Req'd
66.08 in3
0.00 in3
0.00 in3
@ Right Support
10.10 k
36.610 in2
276.00 psi
Bearing Length Req'd
Bearing Length Req'd
Area 53.813 in2
Allowable fb
2,752.37 psi
2,760.00 psi
2,760.00 psi
2.022 in
2.022 in
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C A L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
X33
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%, JIuniii uesign utK
Section : TS8X8X1 /4, Height = 14.83ft, Axial Loads: DL = 5.20, LL = 7.80, ST = 0 00k, Ecc. = 0.000in
Unbraced Lengths: X -X = 30.00ft, Y -Y = 30.00ft
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1 0.1502
AISC Formula H1 - 2 0.4432
0.0621 0.3110
AISC Formula H1 - 3 0.0601 0.0901
I
XX Axis : Fa calc'd per Eq. E2 -2, K *L /r > Cc
- -_ - --
YY Axis : Fa calc'd Per Ea. E2 -2 K *Ur > Cr
Stresses
Allowable &Actual Stresses
Dead
Fa : Allowable
Live
DL
+ LL DL +Short
fa : Actual
11.40 ksi 11.40 ksi
11.40 ksi
11.40 ksi
0.69 ksi 1.03 ksi
1.71 ksi
1.71 ksi
Fb:xx : Allow [F1 -6]
Fb:xx :Allow [F1 -7] & [F1 -8]
30.36 ksi 30.36 ksi
30.36 ksi
30.36 ksi
30.36 ksi 30.36 ksi
30.36 ksi
3036 ksi
fb : xx Actual
0.00 ksi 0.00 ksi
0.00 ksi
7.56 ksi
Fb:yy : Allow [F1 -6]
Fb: yy : Allow [F1 -7] & [F1 -8]
30.36 ksi 30.36 ksi
30.36 ksi
30.36 ksi
30.36 ksi 30.36 ksi
30.36 ksi
30.36 ksi
fb : yy Actual
0.00 ksi 0.00 ksi
0.00 ksi
0.00 ksi
Analysis Values
F'ex : DL +LL 11,401 psi
F'ey : DL +LL
Cm:x DL +LL
0.60
Cb:x DL +LL
1.00
11,401 psi
F'ex: DL +LL +ST 11,401
Cm:y DL +LL
0.60
Cb:y DL +LL
1.00
psi
F'ey: DL +LL +ST 11,401
Cm:x DL +LL +ST
1.00
Cb:x DL +LL +ST
1.00
psi
Max X -X Axis Deflection
Cm:y DL +LL +ST
0.60
Cb:y DL +LL +ST
1.00
-0.688 in
at 14.830 ft Max Y -Y Axis
Deflection
0.000 in at
0.000 ft
.�`
C A L L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
Project: - I OAH coo
Project #: 0 2 By:
Date: Page: C
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3 3
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k5
Description Post @ Entry
General Information
Dead
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section TS5X5X1 /4
Fy
46.00 ksi
EMMUENMEMEMMMMONEM
X -X Sidesway :
Restrained
Ecc. for Y -Y Axis Moments 0.000 in
Duration Factor
1.000
Y -Y Sidesway :
Restrained
Column Height 12.300 ft
Elastic Modulus
29,000.00 ksi
DL
LL ST
End Fixity Pin -Pin
X -X Unbraced
12.300 ft
Kxx
1.000
Live & Short Term Loads Combined
Y -Y Unbraced
12.300 ft
Kyy
1.000
Axial Load...
Dead
Live
Dead Load
7.20 k
Ecc. for X -X Axis Moments 0.000 in
Live Load
12.00 k
Ecc. for Y -Y Axis Moments 0.000 in
Short Term Load
k
1.57 ksi
Applied Moments
4.18 ksi
--
X-X Axis Moments
DL
LL ST
At TOP
27.60 ksi
k -ft Height
Between Ends
1.40
2.50 k -ft 8.750 ft
At BOTTOM
fb : xx Actual
1.75 ksi
3.13 ksi
4.88 ksi
k -ft
Column Design OK
Section : TS5X5X1 /4, Height = 12.30ft, Axial Loads: DL = 7.20, LL = 12.00, ST = 0.00k, Ecc. = 0.000in
Unbraced Lengths: X -X = 12.30ft, Y -Y = 12.30ft
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1 0.4366 0.4366
AISC Formula H1 - 2 0.3283 0.3283
AISC Formula H1 - 3 0.1477 0.2538
W nnw . ra I.aIG u (Jer Cq. CL-I, ft < t;c
YY Axis Fa calc'd aer Ea E2.1 K *L /r < Cc
Stresses
Allowable & Actual Stresses
Dead
Live
DL + LL
DL + Short
Fa: Allowable
18.61 ksi
18.61 ksi
18.61 ksi
18.61 ksi
fa : Actual
1.57 ksi
2.61 ksi
4.18 ksi
4.18 ksi
Fb:xx : Allow [F1 -6]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
Fb:xx : Allow [F1 -7] & [F1 -8]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
fb : xx Actual
1.75 ksi
3.13 ksi
4.88 ksi
4.88 ksi
Fb:yy : Allow [F1 -6]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
Fb:yy : Allow [F1 -7] & [F1 -8]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
fb : yy Actual
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
F'ex :
DL +LL
25,238 psi
Cm:x DL +LL
1.00
Cb:x DL +LL
1.00
F'ey :
DL +LL
25,238 psi
Cm:y DL +LL
0.60
Cb:y DL +LL
1.00
F'ex :
DL +LL +ST
25,238 psi
Cm:x DL +LL +ST
1.00
Cb:x DL +LL +ST
1.00
F'ey :
DL +LL +ST
25,238 psi
Cm:y DL +LL +ST
0.60
Cb:y DL +LL +ST
1.00
Max X -X Axis Deflection
-0.086 in at
6.150 ft Max Y -Y Axis Deflection
0.000 in at
0.000 ft
Section Properties
TS5X5X114
Depth
5.000 in Weight
15.59 #1ft
Values for LRFD Design....
Thickness
0.250 in Ixx
16.900 in4
J
27.400 in4
Width
5.000 in lyy
16.900 in4
0.00
Sxx
6.780 in3
Zx
8.070 in3
Area
4.59 in2 Syy
6.780 in3
Z Y
8.070 in3
Rt
2.500 in Rxx
1.920 in
0.000
RYY
1.920 in
Section Type = TS- Square
Ad�
CALL
MMOV
ENGINEERING, PA
.Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
, A I- AJ P cclvis9rl) F�)7W
Project: _ —T#)49cz> F
Project #: B
Date: Page:
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Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
UserK- 20DO3ENE,CALC Engineering 1-Dec gineerin
(c)1983 gSo Software General Timber Beam
-23 ENERCALC ng So
Description Beam @Front Covered Entry
General Information
f�4 + +R191e r� "6'+9 "4�
Span- 29.50ft Beam Width = 8.750in x Depth = 21.in, Ends are Pin -Pin
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000.
-0.412 in
...Location
Base allowables are user defined
Section Name 8.75x21
Beam Width
8.750 in
Center Span 29.50 ft .....Lu 2.00 ft
Beam Depth
21.000 in
Left Cantilever
Right Cantilever ft Lu 0.00 ft
Member Type
Bm Wt. Added to Loads
GluLam
ft Lu 0.00 ft
Douglas Fir, - V4
Load Dur. Factor
1.000
Fb Base Allow w 2,400.0 psi
Fv Allow
Beam End Fixity
Wood Density
Pin -Pin
240.0 psi
Fc Allow 650.0 psi
80.15 k -ft at
0.00 k
32.000 cf
p
E 1,800.0 ksi
Full Length Uniform Loads
Center
Left Cantilever
Right Cantilever
_K
Page 1
DL 253.00 #/ft LL 443.00 #/ft
DL #/ft LL #/ft
DL #/ft LL #/ft
m7mam �Pl�ltll�r
f�4 + +R191e r� "6'+9 "4�
Span- 29.50ft Beam Width = 8.750in x Depth = 21.in, Ends are Pin -Pin
Deflection
-0.412 in
...Location
Max Stress Ratio
0.720 1
859.4
Camber ( using 1.5 ` D.L. DOI ) ...
@ Center
Maximum Moment
80.2 k -ft
Maximum
Shear *
1.5
Allowable
111.3 k -ft
80.15 k -ft
0.00 k -ft
Allowable
2,076.56 psi
Max. Positive Moment
Max. Negative Moment
80.15 k -ft at
0.00 k
14.750 ft
S hear:
@Left
Max @ Left Support
-ft at
0.00 k -ft
0.000 ft
@ Right
Max @Right Support
0.00 k -ft
Area Required
Fv: Allowable
Camber:
@ Left
Max. M allow
111.29
240.00 psi
240.00 psi
@ Center
@ Right
fb 1,495.58 psi
fv 88.72 psi
Reactions...
Left DL
4.33 k
Max. Left Reaction
Max. Right Reaction
Fb 2,076.56 psi
P
Fv 240.00 psi
Right DL
4.33 k
Max
Max
Deflections
1.911 in
center Span...
Dead Load
Deflection
-0.412 in
...Location
14.750 ft
...Length /Deft
859.4
Camber ( using 1.5 ` D.L. DOI ) ...
@ Center
0.618 in
@ Left
0.000 in
@ Right
0.000 in
Allowable fb
@ Left Support
Beam Design OK
16.3 k
44.1 k
10.871<
10.87 k
0.000 in
0.618 in
0.000 in
10.87 k
10.87 k
-1.033 in Deflection
-Ou
0.000 in
9 oia9 Load
0.000 in
14.750 ft ...Length /Deft
0.0
00
342.71 Right Cantilever...
Area 183.750 in2
Deflection
0.000 in
0.000 in
...Length /Deft
0.0
0.0
- U11U1n9 Enalysis
Ck 22.210 Le
Cv 0.866 Rb
4.118 ft
3.682
Sxx 643.125 in3
Area 183.750 in2
Cl 0.999
@ Center
Max Moment
Sxx Read
Allowable fb
@ Left Support
80.15 k -ft
0.00 k -ft
463.19 in3
2,076.56 psi
@ Right Support
0.00 k -ft
0.00 in3
2,079.29 Psi
Shear Analysis
@ Left Support
0.00 in3
@ Right Support
2,079.29 psi
Design Shear
16.30 k
16.30 k
Area Required
Fv: Allowable
67.927 in2
67.927 in2
240.00 psi
240.00 psi
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
10.87 k
Bearing Length Re d
g g q
1.911 in
10.87 k
Bearing Length Req'd
1.911 in
Job # 07138
Date: 1:26PM, 13 MAR 08
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ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
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Call Engineering Title : Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 1:22PM, 13 MAR 08
Boise, ID 83704 Description
(208) 321 - 2656
Scope : /t L '
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96, Ver5.80, 1- Dec -2003 General Timber Beam Page 1
NER Engineering Software Depon Beam @Canopy Endue
venerai Imormatlon
Cnria Raf• 1 qq7 /�nM nine �nnni�nn� ior� nnnn - -_- --
Section Name
5.125x9.0
Beam Width
5.125 in
Beam Depth
9.000 in
Member Type
GluLam
Load Dur. Factor
1.000
Beam End Fixity
Pin -Pin
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V4
Fb Base Allow
Fv Allow
Fc Allow
E
19.00 ft
0.00 ft
0.00 ft
run Lengtn uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
130.00 #/ft LL 158.00 #/ft
#/ft LL #/ft
#/ft LL #/ft
Span= 19.00ft, Beam Width
= 5.125in x Depth = 9.in, Ends are Pin -Pin
Deflection
-0.680 in
Max Stress Ratio
0.960 1
... Length /Dell
335.2
Camber ( using 1.5 * D.L. Defl ) ...
Maximum Moment
13.0 k -ft
Maximum Shear*
1.5
Allowable
13.5 k -ft
Allowable
Max. Positive Moment
Max. Negative Moment
13.00 k -ft at
0.00 k
9.500 ft
Shear
@ Left
-ft at
0.000 ft
@ Right
Max @Left Support
0.00 k -ft
Camber:
@Left
Max @ Right Support
0.00 k -ft
@Center
Max. M allow
13 .54
@ Right
fb 2,254.05 psi
fv 88.98 psi
Reactions...
Left DL
1.23 k
Max
Fb 2,347.78 psi
Fv 240.00 psi
Right DL
1.23 k
Max
Deflections
Center Span...
Dead Load
Deflection
-0.680 in
...Location
9.500 ft
... Length /Dell
335.2
Camber ( using 1.5 * D.L. Defl ) ...
@ Center
1.020 in
@ Left
0.000 in
@ Right
0.000 in
Total Load
Left Cantilever...
-1.507 in
Deflection
9.500 ft
...Length /Deft
151.31
Right Cantilever...
Deflection
...Length /Defl
Beam Design OK
41 k
11.1 k
2.74 k
2.74 k
0.000 in
1.020 in
0.000 in
2.74 k
2.74 k
0.000 in
0.000 in
0.0
00
0.000 in
0 000 in
0.0
0.0
JU VJb Va
tsending Analysis
Ck 22.210 Le
Cf 1.000 Rb
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
34.946 ft
11.990
Max Moment
13.00 k -ft
0.00 k -ft
0.00 k -ft
@ Left Support
4.10 k
17.100 in2
240.00 psi
2.74 k
2.74 k
Sxx 69.188 in3
Cl 0.978
Sxx Read
66.43 in3
0.00 in3
0.00 in3
@ Right Support
4.10 k
17.100 in2
240.00 psi
Bearing Length Req'd
Bearing Length Req'd
Area 46.125 in2
Allowable fb
2,347.78 psi
2,400.00 psi
2,400.00 psi
0.821 in
0.821 in
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ENGINEERING, PA
Project: iV /: 9 /-
Structural Engineers Project #: Q ?/
7337 Northview St. ♦ Boise, Idaho 83704 By:
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051 Date: Page:
email: info@callengineering.com
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i ajcncrai r r n ormation Code Ref: 1997/2001 NDS, 200 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 2x12
Beam Width
oNan- iz.uun, seam vvidtn = 1.500in x Depth = 11.25in, Ends are Pin -Pin
Center Span
12.00 ft ..Lu 0.00 ft
Beam Depth
1.500 in
11.250 in
Left Cantilever
Right Cantilever
ft .....Lu 0.00 ft
ft
Member Type
Sawn
Douglas Fir - Larch, No.2
.....Lu 0.00 ft
Load Dur. Factor
1.150
Fb Base Allow
Fv Allow
900.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
180.0 psi
625.0 psi
3.5 k
E
1,600.0 ksi
oNan- iz.uun, seam vvidtn = 1.500in x Depth = 11.25in, Ends are Pin -Pin
Max Stress Ratio
0.748 1
Maximum Moment
2.0 k -ft Maximum Shear
* 1.5
0.8 k
Allowable
2.7 k -ft Allowable
3.5 k
Max. Positive Moment
Max. Negative Moment
2.04 k -ft
0.00 k
at 6.000 ft Shear:
@ Left
0.43 k
Max @ Left Support
-ft
0.00 k -ft
at 0.000 ft
@Right
0.52 k
Max Right Su
@ 9 Support
0.00 k -ft
Camber:
@Left
0.000 in
Max. M allow
2.73
@ Center
@ Right
0.262 in
0.000 in
fb 773.69 psi
fv
Reactions...
46.34 psi Left DL 0.43 k
Max
Fb 1,035.00 psi
Fv
207.00 psi Right DL 0.52 k
Max
0.43 k
0.52 k
Deflections
Center Span...
Deflection
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load >.s
...Location
-0.175 in
6.048 ft
-0.175 in Deflection
6.048 ft
0.000 in
0.000 in
...Length /Deft
823
...Length /Deft
822.98
0.0
0.0
Camber (using 1.5 * D.L.
Defl) ...
Right Cantilever...
@ Center
0.262 in
Deflection
0.000 in
0.000 in
@ Left
0.000 in
...Len th/Defl
9
0.0
0.0
@ Right
0.000 in
Stress Calcs
---- - - - - -- - . -- -.
Bending Analysis
Ck 31.887 Le
Cf 1.000 Rb
0.000 ft
0.000
Sxx 31.641 in3 Area
16.875 in2
Cl 0.000
@ Center
Max Moment
Sxx Req'd Allowable fb
@ Left Support
2.04 k -ft
0.00 k
23.65 in3
1,035.00 psi
@ Right Support
-ft
0.00 k -ft
0.00 in3
0.00 in3
1,035.00 psi
Shear Analysis
@ Left Support
@ Right Support
1,035.00 psi
Design Shear
0.65 k
0.78 k
Area Required
3.121 in2
3.778 in2
Fv: Allowable
207.00 psi
207.00 psi
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
0.43 k
Bearing Length Req'd
0.459 in
0.52 k
Bearing Length Req'd
0.556 in
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CA L L
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
FAQ C//
Project: —I k- U
Project #:
Date:
By: p
Page:
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-1 nnurrnaDon Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 2 -2x6
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
3.000 in
Center Span
Left Cantilever
4.00 ft .....Lu 4.00 ft
2.00ft
5.500 in
Right Cantilever
..Lu 2.00 ft
ft ... ..Lu 0.00 ft
Sawn
Douglas Fir - Larch, No.2
III
-0.141 in
Fb Base Allow
900.0 psi
1.150
Fv Allow
180.0 psi
Pin -Pin
Fc Allow
625.0 psi
ft 0.000 ft lb
s
E
1,600.0 ksi
Point Loads
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Dead Load 680.0 Ibs
Ibs
Ibs Ibs
III
-0.141 in
Live Load Ibs
Ibs
Ibs Ibs
Ibs Ibs
..distance -2.000 ft
0.000 ft 0.000 ft 0.000 ft 0.000
ft s 0.000
ft 0.000 ft lb
s
Summary
@Center
0.054 in
Deflection
0.0 in
0.000 in
@ Left
0.211 in
...Length /Deft
0
0.0
@ Right
0.000 in
Beam Design (
Span= 4.00ft, Left Cant= 2.00ft,
Beam Width = 3.000in x Depth = 5.5in, Ends are Pin -Pin
Max Stress Ratio
0.807 1
Ck 31.887 Le
Cf 1.300 Rb
Maximum Moment
-1.4 k -ft
Maximum Shear "
1.5
1.0 k
Cl 0.994
Allowable
1.7 k -ft
Allowable
Max Moment
3.4 k
Allowable fb
Max. Positive Moment
Max. Negative Moment
0.00 k -ft at
-1.36 k
0.000 ft Shear:
@ Left
0.68 k
Max @Left Support
-ft at
-1.36 k -ft
0.000 ft
@ Right
0.34 k
Shear Analysis
Max @ Right Support
0.00 k -ft
Camber:
@ Left
0.211 in
1.02 k
Max. M allow
1.69
@ Center
@ Right
0.054 in
0.000 in
2.464 in2
fb 1,079.01 psi
fv 61.82 psi
Reactions...
Left DL 1.02 k
Max
207.00 psi
Fb 1,337.24 psi
Fv 207.00 psi
Right DL -0.34 k
k
Max. Left Reaction
Max. Right Reaction
1.02 k
Bearing Length Req'd
Max
- 1.
0.334 4 k
vcnc�,llVr15
d
Center Span...
Deflection
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
...Location
0.036 in
1.701 ft
0.036 in Deflection
1.701 ft
34 in
-0.141 in
...Length /Deft
1,324.3
Length /Deft
1,324.35
341.6
Camber ( using 1.5 ` D.L.
Defl ) ...
Right Cantilever...
@Center
0.054 in
Deflection
0.0 in
0.000 in
@ Left
0.211 in
...Length /Deft
0
0.0
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 31.887 Le
Cf 1.300 Rb
7.852 ft
7.590
Sxx 15.125 in3 Area 16.500 in2
Cl 0.994
@ Center
Max Moment
Sxx Req'd
Allowable fb
Left Supp
@ PP
0.00 k -ft
1.36 k -ft
0.00 in3
1,337.24 psi
@ Right Support
0.00 k -ft
12.17 in3
0.00 in3
1,341.38 psi
Shear Analysis
@ Left Support
@ Right Support
1,345.50 psi
Design Shear
1.02 k
0.51 k
Area Required
4.928 in2
2.464 in2
Fv: Allowable
207.00 psi
207.00 psi
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
1.02 k
Bearing Length Req'd
0.544 in
-0.34 k
Bearing Length Req'd
0.181 in
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CALL
ENGINEERING, PA
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Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
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Date and Time: 11/15/2007 1:41:27
PM
MCE Ground Motion - Conterminous 48 States
Latitude = 43.8347, Longitude
= - 111.7719
Period MCE Sa
(sec) ( %g)
0.2 051.4 MCE Value of Ss, Site Class B
1.0 016.7 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 071.5 Sa = FaSs, Fa = 1.39
1.0 035.6 Sa = FvS 1, Fv = 2.13
11
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ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info @callengineering.com
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FOUNDATION PACKAGE
STRUCTURAL CALCULATIONS
For
IDAHO EYE CLINIC
REXBURG, IDAHO
December 13, 2007
1d-13 -
Prepared for:
LCA ARCHITECTS
1221 SHORELINE LANE
BOISE, IDAHO 83702
Prepared by:
CALL ENGINEERING
7337 NORTHVIEW
BOISE, IDAHO 83704
D 0W
DEC 2 A,' „{
7
CITY OF REXB -IO
Table of Contents
Foundation Package Calculations
Design Loads ........................ ............................... DI
' Foundation ........................... ............................... Fl —F13
Floor .................................. ............................... G1
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Walls .................................. ...............................
Columns .............................. ...............................
W 1
C1 —
— W8
C9
Lateral ............................. ...............................
L1 —
L20
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Call Engineering
Title: Idaho Eye Clinic
@ Btm.= 3.00 in
Job # 07138
7337 Northview
Dsgnr:
Date: 4:18PM, 11 DEC 07
Surcharge Over Heel = 0.0 psf
-NOT Used To Resist Sliding &Overturn
Boise, ID 83704
0.0 Ibs
Description
= 0.0 psf
,.,Height to Top = 0.00 ft
'
(208) 321 -2656
NOT Used for Sliding &Overturning
Scope:
.., Height to Bottom = 0.00 ft
-
0.00 in
Axial Load Applied to Stem
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
0.00 ft
: 580014
Footing Type
Line
Axial Dead Load
= 1,174.0 Ibs
E Rey ,
ser: K W -0602996,Ver5.8.0,1- Dec -2003
)1t33 ENERCALC
Restrained Retaining Wall Design
Axial Live Load
Page 1
at Back of Wall
-2003 Engineering Software
Axial Load Eccentricity
= 2.0 in
calcs.ecw:Calculati.r s
Description TYPICAL EXTERIOR WALL
Concrete Stem Construction
Total Bearing Load
= 3,847 Ibs
Thickness = 10.00 in Fy
Footing Strengths & Dimensions
Criteria
Soil Data
= 0.45 in
Retained Height = 3.00 ft
Allow Soil Bearing
= 2,000.0 psf
fc = 2,500 psi
Fy = 60,000 psi
Stem is FIXED to top of footing
Wall height above soil = 0.50
Equivalent Fluid Pressure
Method
Min. As %
= 0.0014
Total Wall Height = 3.50 ft
Heel Active Pressure
35.0
Toe Width
0.92 ft
Soil Pressure Less Than
Toe Active Pressure
0.0
Heel Width
1.58
ACI Factored @ Toe
Top Support Height = 3.50 ft
Passive Pressure
= 350.0
Total Footing Width
= 2.50
= 2,140 psf
Slope Behind Wall = 0.00: 1
Footing flSoil Friction
= 0.320
Footing Thickness
= 12.00 in
Design height =
Height of Soil over Toe = 0.00 in
height to ignore
Footing Shear @ Heel
Key Width
0.00 in
# 4 # 4
18.00 in 18.00 in
Soil Density 110.00 Pd
for
for passive pressure
- _ 0.00 in
Key Depth
0.00 in
Center
Reaction at Top
Reaction at Bottom
= 225.0 Ibs
= 190.0 Ibs
Rebar Depth 'd' =
Key Distance from Toe
= 0.00 ft
u
C
1
Wind on Stem
= 0.0 psf
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Surcharge Loads
Uniform Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
-NOT Used To Resist Sliding &Overturn
Lateral load = 0.0 #/ft Adjacent Footing Load =
0.0 Ibs
Surcharge Over Toe
= 0.0 psf
,.,Height to Top = 0.00 ft
Footing Width =
0.00 ft
NOT Used for Sliding &Overturning
.., Height to Bottom = 0.00 ft
Eccentricity =
0.00 in
Axial Load Applied to Stem
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line
Axial Dead Load
= 1,174.0 Ibs
Base Above /Below Soil =
0.0 ft
Axial Live Load
= 1,640.0 Ibs
at Back of Wall
Axial Load Eccentricity
= 2.0 in
Design Summary
Concrete Stem Construction
Total Bearing Load
= 3,847 Ibs
Thickness = 10.00 in Fy
= 60,000 psi
...resultant ecc.
= 0.45 in
Wall Weight = 120.8 pcf fc
= 2,500 psi
Soil Pressure @ Toe
= 1,677 psf OK
Stem is FIXED to top of footing
Soil Pressure @ Heel
= 1,401 psf OK
Allowable
= 2,000 psf
Mmax Between
Soil Pressure Less Than
Allowable
@
Top Support Top & Base
@ Bas of Wall
ACI Factored @ Toe
= 2,562 psf
ACI Factored @ Heel
= 2,140 psf
Stem OK Stem OK
Stem OK
Footing Shear @ Toe
= 4.8 psi OK
Design height =
3.50 ft 0.00 ft
0.00 ft
Footing Shear @ Heel
= 4.9 psi OK
Rebar Size =
Rebar Spacing =
# 4 # 4
18.00 in 18.00 in
# 4
18.00 in
Allowable
= 85.0 psi
Rebar Placed at =
Center Center
Center
Reaction at Top
Reaction at Bottom
= 225.0 Ibs
= 190.0 Ibs
Rebar Depth 'd' =
5.00 in 5.00 in
5.00 in
Design Data
Sliding Stability Ratio
= 7.40 OK
fb /FB + fa /Fa =
0.254 0.084
0.084
Sliding Calcs
Lateral Sliding Force
= 190.0 Ibs
Mu ....Actual =
738.6 ft-# 244.2 ft-#
244.2 ft-#
less 100% Passive Force= - 175.0 Ibs
Mn ' Phi..... Allowable =
2,905.6 ft-# 2,905.6 ft-#
2,905.6 ft-#
less 100% Friction Force= - 1,231.0 Ibs
Shear Force @ this height =
357.3 Ibs
89.5 Ibs
Added Force Req'd
= 0.0 Ibs OK
Shear..... Actual =
5.95 psi
1.49 psi
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Shear..... Allowable =
85.00 psi
85.00 psi
Footing Desi n Results
Reber Lap Required =
18.72 in 18.72 in
Toe eel
Rebar embedment into footing
=
6.00 in
Factored Pressure =
2,562 2,140 psf
Other Acceptable Sizes & Spacings:
Mu': Upward =
Mu': Downward =
1,055 0 ft-#
88 189 ft-#
Toe: None Spec'd
-or- Not req'd, Mu < S " Fr
Mu: Design =
966 189 ft-#
Heel: None Spec'd
-or- Not req'd, Mu < S' Fr
Actual 1 -Way Shear =
4.77 4.94 psi
Key: No key defined
-or- No key defined
Allow 1 -Way Shear =
85.00 85.00 psi
Call Engineering Title: Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 4:18PM, 11 DEC 07
Boise, ID 83704 Description
(208) 321 -2656 Scope: 3
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW -0602996, Ver5.8.0, 1- Dec -2003 Restrained Retaining Wall Design Page 2
(01983 -2 003 ENERCALC Engineering Software ralr_c a w Calc Jatinnc
Description TYPICAL EXTERIOR WALL
Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing
Forces acting on footing for sliding & soil pressure....
Sliding Forces
Load & Moment Summary For Footing : For Soil Pressure Calcs
Stem Shear @ Top of Footing = -67.5 Ibs
Moment @ Top of Footing Applied from Stem
=
-160.9 ft-#
Heel Active Pressure = -122.5
Sliding Force = 190.0 Ibs
Surcharge Over Heel = Ibs
ft
ft-#
Axial Dead Load on Stem = 2,814.0 Ibs
1.17ft
3,283.0ft-#
Net Moment Used For Soil Pressure Calculations
Soil Over Toe = Ibs
ft
ft-#
143.6 ft-#
Surcharge Over Toe = Ibs
ft
ft-#
Stem Weight = 422.9 Ibs
1.33ft
563.9ft -#
Soil Over Heel = 247.5 Ibs
2.13ft
525.9ft -#
Footing Weight = 362.5 Ibs
1.25 ft
453.1 ft-#
Total Vertical Force = 3,846.9 Ibs
Base Moment =
4,665.1 ft-#
L1 1
J
f:
:1
Title: Idaho Eye Clinic Job #07138
Dsgnr: Date: 4:21 PM, 11 DEC 07
Description :
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
1- Dec -2003 Restrained Retaining Wall Design Page 1
cw
ineering Software calcs.e:Calculations
TYPICAL EXTERIOR WALL Non BRG /Uplift
Criteria
Call Engineering
Soil Data
7337 Northview
Boise, ID 83704
'
(208) 321 -2656
Wall height above soil =
Rev: 580014
User: KW -0602996, Ver °
Equivalent Fluid Pressure Method
(c)1983 -2003 ENERCALC
Description
0.0014
Total Wall Height =
L1 1
J
f:
:1
Title: Idaho Eye Clinic Job #07138
Dsgnr: Date: 4:21 PM, 11 DEC 07
Description :
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
1- Dec -2003 Restrained Retaining Wall Design Page 1
cw
ineering Software calcs.e:Calculations
TYPICAL EXTERIOR WALL Non BRG /Uplift
Criteria
i
Soil Data
Footing Strengths & Dimensions
Retained Height =
3.00 ft
Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi
Wall height above soil =
0.50
Equivalent Fluid Pressure Method
Min. As % =
0.0014
Total Wall Height =
3.50 ft
Heel Active Pressure = 35.0
Toe Width
= 0.58 ft
Toe Active Pressure = 0.0
Heel Width
= 1.42
Top Support Height =
3.50 ft
Passive Pressure = 350.0
Total Footing Width
= 2.00
Slope Behind Wall =
P
0.00 : 1
=
FootingllSoil Friction 0.320
Footing Thickness
= 12.00 in
Height of Soil over Toe =
0.00 in
Soil height to ignore
Key Width =
0.00 in
Soil Density =
110.00 pcf
for passive pressure = 0.00 in
Ke Depth
y P
= 0.00 in
Key Distance from Toe
- 0.00 ft
Wind on Stem =
0.0 psf
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Surcharge Loads
Uniform Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel =
0.0 psf
Lateral Load = 0.0 #/ft
Adjacent Footing Load
= 0.0 Ibs
-NOT Used To Resist Sliding & Overturn
,..Height to Top = 0.00 ft
Footing Width
= 0.00 ft
Surcharge Over Toe =
0.0 psf
...Height to Bottom = 0.00 ft
Eccentricity
= 0.00 in
NOT Used for Sliding & Overturning
Wall.to Ftg CL Dist
= 0.00 ft
Axial Load Applied to Stem
Footing Type
Line
Base Above /Below Soil
0.0 ft
Axial Dead Load =
1,174.0 Ibs
at Back of Wall
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
2.0 in
Design Summary
Concrete Stem Construction
Total Bearing Load
= 2,079 Ibs
Thickness = 10.00 in Fy
= 60,000 psi
...resultant ecc.
= 0.48 in
Wall Weight = 120.8 pcf fc
= 2,500 psi
Soil Pressure @ Toe
= 1,165 psf OK
Stem is FIXED to top of footing
Soil Pressure @ Heel
= 914 psf OK
Allowable
= 2,000 psf
Mmax Between
Soil Pressure Less Than
Allowable
@ T op Support Top & Base
@ Base of Wall
ACI Factored @ Toe
= 1,631 psf
Stem OK Stem OK
Stem OK
ACI Factored @ Heel
= 1,280 psf
Design height =
3.50 ft 0.69 ft
0.00 ft
Footing Shear @ Toe
= 0.0 psi OK
Rebar Size =
# 4 # 4
# 4
Footing Shear @ Heel
= 3.8 psi OK
Rebar Spacing =
18.00 in 18.00 in
18.00 in
Allowable
= 85.0 psi
Rebar Placed at =
Center Center
Center
Reaction at Top
= 107.8 Ibs
Rebar Depth 'd' =
5.00 in 5.00 in
5.00 in
Reaction at Bottom
= 172.2 Ibs
Design Data
Sliding Stability Ratio
= 4.88 OK
fb /FB + fa /Fa =
0.094 0.017
0.004
Sliding Calcs
Lateral Sliding Force
= 172.2 Ibs
Mu .... Actual =
273.9 ft-# 48.2 ft-#
11.8 ft-#
less 100% Passive Force= - 175.0 Ibs
Mn * Phi.....Allowable =
2,905.6 ft-# 2,905.6 ft-#
2,905.6 ft-#
less 100% Friction Force= - 665.4 Ibs
Shear Force @ this height =
158.1 Ibs
109.6 Ibs
Added Force Req'd
= 0.0 Ibs OK
Shear..... Actual =
2.64 psi
1.83 psi
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Shear..... Allowable =
85.00 psi
85.00 psi
Footing Design Results
Rebar Lap Required =
18.72 in 18.72 in
oe eel
Rebar embedment into footing
=
6.00 in
Factored Pressure =
1,631 1,280 psf Other Acceptable Sizes & Spacings:
Mu': Upward =
272 0 ft-# Toe: None Spedd
-or- Not req'd, Mu < S * Fr
Mu': Downward =
36 114 ft-# Heel: None Spedd
-or- Not req'd, Mu < S * Fr
Mu: Design =
236 114 ft-# Key: No key defined
-or- No key defined
Actual 1 -Way Shear =
0.00 3.84 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Call Engineering Title : Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 4:21 PM, 11 DEC 07
Boise, ID 83704 Description
(208) 321 -2656 Scope :
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014 Page 2
User: KW -0602996,Ver 5.8.0, 1- Dec -2003 Restrained Retaining Wall Design g
(c)1983 -2003 ENERCALC Engineering Software calcs.ecw:Calculations
Description TYPICAL EXTERIOR WALL Non BRG /Uplift
Summary of Forces on Footing: Slab is NOT providing sliding, stem is FIXED at footing
Forces acting on footing for sliding & soil pressure....
Sliding Forces
Load & Moment Summary For Footing : For Soil Pressure Calcs
Stem Shear @ Top of Footing = -49.7 Ibs
Moment @ Top of Footing Applied from Stem
=
-24.2 ft-#
Heel Active Pressure = -122.5
Sliding Force = 172.2 Ibs
Surcharge Over Heel = Ibs
ft
ft-#
Axial Dead Load on Stem = 1,174.0 Ibs
0.83ft
978.3ft -#
Net Moment Used For Soil Pressure Calculations
Soil Over Toe = Ibs
ft
ft-#
83.5 ft-#
Surcharge Over Toe = Ibs
ft
ft-#
Stem Weight = 422.9 Ibs
1.00ft
422.9ft -#
Soil Over Heel = 192.5 Ibs
1.71 ft
328.9ft -#
Footing Weight = 290.0 Ibs
1.00ft
290.Oft -#
Total Vertical Force = 2,079.4 Ibs
Base Moment =
1,995.9ft -#
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Project: 6 ' C-'L f i t
ENGINEERING, PA
Structural Engineers Project #: By:
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051 Date Page
email: info@callengineering.com
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Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
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7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
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Title : Idaho Eye Clinic
Dsgnr:
Description :
Scope:
User. KW- 0602996,Ver 5.8.0, 1- Dec -2003 General Footing Analysis & Design
(c)1983 -2003 ENERCALC Engineering Software Y
Description Canopy FTG @ TS Col (D + S)
Job # 07138
Date: 4:28PM, 11 DEC 07
F 6
Page 1
calcs. ecw: C alcu lati ons
1
Call Engineering
General Informat
7337 Northview
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Boise, ID 83704
Allowable Soil Bearing
(208) 321 -2656
Title : Idaho Eye Clinic
Dsgnr:
Description :
Scope:
User. KW- 0602996,Ver 5.8.0, 1- Dec -2003 General Footing Analysis & Design
(c)1983 -2003 ENERCALC Engineering Software Y
Description Canopy FTG @ TS Col (D + S)
Job # 07138
Date: 4:28PM, 11 DEC 07
F 6
Page 1
calcs. ecw: C alcu lati ons
1
General Informat
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
1,500.0 psf
Dimensions...
Short Term Increase
1.000
Width along X -X Axis 7.000 ft
Seismic Zone
4
Length along Y -Y Axis 7.000 ft
Live &Short Term Combined
Footing Thickness 12.00 in
Col Dim. Along X -X Axis 35.00 in
'c
2,500.0 psi
Col Dim. Along Y - Y Axis 35.00 in
'
FY
60,000.0 psi
Base Pedestal Height 30.000 in
Concrete Weight
145.00 pcf
Overburden Weight
200.00 psf
Min Steel % 0.0014
Rebar Center To Edge Distance 3.50 in
Loads
Applied Vertical Load...
Dead Load
3.700 k
...ecc along X -X Axis 0.000 in
Live Load
6.500 k
...ecc along Y -Y Axis 0.000 in
Short Term Load
k
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
k -ft
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
'
Dead Load
k
k
Live Load
k
k
Short Term
k
k
Summary
Footing Design OK
7.00ft x 7.00ft Footing, 12.Oin Thick, w/ Column Support
35.00 x 35.00in x 30.Oin high
'
DL +LL DL +LL +ST
Actual Allowable
Max Soil Pressure
581.4 581.4 psf
Max Mu 0.772 k -ft per ft
Allowable
1,500.0 1,500.0 psf
Required Steel Area 0.259 in2 per ft
"X' Ecc, of Resultant
0.000 in 0.000 in
"Y' Ecc, of Resultant
0.000 in 0.000 in
Shear Stresses.... Vu Vn ' Phi
1 -way 4.846 85.000 psi
�
X -X Min. Stability Ratio
No Overturning 1.500 :1
2 -Wa 9.065 170.000 psi
Y -Y Min. Stability Ratio
No Overturning
Footing Design
Shear Forces ACI C -1 ACI C -2
ACI C -3 Vn . Phi
Two -Way Shear
One -Way Shears...
9.07 psi 5.94 psi
0.90 psi 170.00 psi
Vu @ Left
4.85 psi 3.17 psi
0.48 psi 85.00 psi
Vu @ Right
4.85 psi 3.17 psi
0.48 psi 85.00 psi
Vu @ Top
4.85 psi 3.17 psi
0.48 psi 85.00 psi
Vu @ Bottom
4.85 psi 3.17 psi
0.48 psi 85.00 psi
Moments ACI C -1 ACI C -2
ACI C -3 Ru / Phi As Rea'd
Mu @ Left
0.77 k -ft 0.51 k -ft
0.08 k -ft 11.9 psi 0.26 in2 per ft
Mu @ Right
0.77 k -ft 0.51 k -ft
0.08 k -ft 11.9 psi 0.26 in2 per ft
Mu @ Top
0.77 k -ft 0.51 k -ft
0.08 k -ft 11.9 psi 0.26 in2 per ft
Mu @ Bottom
0.77 k -ft 0.51 k -ft
0.08 k -ft 11.9 psi 0.26 in2 per ft
Description Canopy FTG @ TS Col (D + S)
Soil Pressure Summary
Service Load Soil Pressures
Left Right
Top
Bottom
DL + LL
581.38 581.38
581.38
581.38 psf
DL + LL + ST
581.38 581.38
581.38
581.38 psf
Factored Load Soil Pressures
ACI Eq. C -1
853.72 853.72
853.72
853.72 psf
ACI Eq. C -2
725.82 725.82
725.82
725.82 psf
ACI Eq. C -3
347.21 347.21
347.21
347.21 psf
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor
0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
1.700 ACI C -3 Dead Load Factor
0.900 Add "I "0.9"
Factor for Seismic 0.900
ACI C -1 & C -2 ST
1.700 ACI C -3 Short Term Factor
1.300
....seismic = ST
1.100 Used in ACI C -2 & C -3
C
L�
I I
Call Engineering
7337 Northview
Boise, ID 83704
(208) 321 -2656
Title : Idaho Eye Clinic Job # 07138
Dsgnr: Date: 4:28PM, 11 DEC 07
Description :
Scope : r ( U
:0.0
User: KW-0602996, Ver 5.8.0, 1 -Dec-2003 Page 1
.0
Description Canopy FTG @ TS Col (D + 20 %S + E)
General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing 1,500.0 psf Dimensions...
Short Term Increase 1.000 Width along X -X Axis 7.000 ft
Seismic Zone 4 Length along Y -Y Axis 7.000 ft
Footing Thickness 12.00 in
Live & Short Term Combined
(pressures @ left & right)
Col Dim. Along X -X Axis
35.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
35.00 in
Fy
60,000.0 psi
Base Pedestal Height
30.000 in
Concrete Weight
145.00 pcf
Live Load
k
Short Term
k
Min Steel %
0.0014
Overburden Weight
200.00 psf
Rebar Center To Edge Distance
3.50 in
Loads
"Y' Ecc, of Resultant
2.347 in
Applied Vertical Load...
Shear Stresses....
Vu
Vn 'Phi
Dead Load
3.950 k
...ecc along X -X Axis
0.000 in
Live Load
1.380 k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
4.896
170.000 psi
Creates Rotation about Y -Y Axis
Applied Moments...
(pressures @ left & right)
Dead Load
k -ft
Live Load
k -ft
Short Term
k -ft
Allowable
Creates Rotation about Y -Y Axis
Applied Shears...
(pressures @ left & right)
Dead Load
k
Live Load
k
Short Term
k
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
18.500 k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
1.320 k
k
k
Footing Design OK
7.00ft x 7.00ft Footing,
12.Oin Thick, w/ Column Support 35.00 x 35.00in x 30.Oin high
DL +LL
DL +LL +ST
Actual
Allowable
Max Soil Pressure
562.8
886.4 psf
Max Mu
1.061 k -ft per ft
Allowable
1,500.0
1,500.0 psf
Required Steel Area
170.00 psi
0.259 in2 per ft
"X Ecc, of Resultant
0.000 in
0.000 in
"Y' Ecc, of Resultant
2.347 in
11.747 in
Shear Stresses....
Vu
Vn 'Phi
85.00 psi
1 -Way
6.692
85.000 psi
X -X Min. Stability Ratio
3.575
1.500 :1
2 -Wa
4.896
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
85.00 psi
Vu @ Bottom
c)ting Design
Shear Forces
ACI C -1
ACI C -2
ACI C -3
Vn " Phi
Two -Way Shear
4.90 psi
2.54 psi
1.01 psi
170.00 psi
One -Way Shears...
Vu @ Left
2.62 psi
1.36 psi
0.54 psi
85.00 psi
Vu @ Right
2.62 psi
1.36 psi
0.54 psi
85.00 psi
Vu @ Top
3.86 psi
6.69 psi
3.74 psi
85.00 psi
Vu @ Bottom
1.38 psi
-3.98 psi
-2.66 psi
85.00 psi
Moments
ACI C -1
ACI C -2
ACI C -3
Ru / Phi
As Reo'd
Mu @ Left
0.42 k -ft
0.22 k -ft
0.09 k -ft
6.4 psi
0.26 in2
per ft
Mu @ Right
0.42 k -ft
0.22 k -ft
0.09 k -ft
6.4 psi
0.26 in2
per ft
Mu @ Top
0.61 k -ft
1.06 k -ft
0.59 k -ft
16.3 psi
0.26 in2
per ft
Mu @ Bottom
0.22 k -ft
-0.63 k -ft
-0.42 k -ft
9.7 psi
-0.26 in2
per ft
'
Call Engineering
Soil Pressure Summary
7337 Northview
Boise, ID 83704
'
(208) 321 -2656
Title : Idaho Eye Clinic
Dsgnr:
Description
Scope :
User: KW- 0602996,Ver5.8.0,1- Dec -2003 General Footing Analysis & Design
(c)1983 -2003 ENERCALC Engineering Software
Description Canopy FTG @ TS Col (D + 20 %S + E)
Job # 07138
Date: 4:28PM, 11 DEC 07
I I i
Page 2
calcs.ecw: Calculations
Soil Pressure Summary
Service Load Soil Pressures
Left Right
Top
Bottom
DL + LL
481.99 481.99
562.80
401.17 psf
DL + LL + ST
481.99 481.99
886.42
77.56 psf
Factored Load Soil Pressures
ACI Eq. C -1
683.23 683.23
797.79
568.67 psf
ACI Eq. C -2
586.67 586.67
1,078.95
94.40 psf
ACI Eq. C -3
351.80 351.80
646.99
56.61 psf
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor
0.750 Add "I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
ACI C -1 & C -2 ST
1.700 ACI C -3 Dead Load Factor
1.700 ACI C -3 Short Term Factor
0.900 Add "I "OH Factor for Seismic 0.900
1.300
....seismic = ST * :
1 .100 Used in ACI C -2 & C -3
Description Canopy FTG @ TS Col (D + W)
General Information
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
1,500.0 psf
Dimensions...
Allowable
Short Term Increase
1.000
Width along X -X Axis
7.000 ft
Seismic Zone
4
Length along Y -Y Axis
7.000 ft
Allowable
Footing Thickness
12.00 in
Live &Short Term Combined
0.259 in2 per ft
"X Ecc, of Resultant
0.000 in
Col Dim. Along X -X Axis
35.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
35.00 in
FY
60,000.0 psi
Base Pedestal Height
30.000 in
Concrete Weight
145.00 pcf
Overburden Weight
120.00 psf
Min Steel %
Rebar Center To Edge Distance
0.0014
3.50 in
Loads
X -X Min. Stability Ratio
1.150
Applied Vertical Load...
2 -Wa
6.093
170.000 psi
Dead Load
2.200 k
...ecc along X -X Axis
0.000 in
Live Load
-9.900 k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Moments... (pressures @ left & right) (pressures @ top & bot)
Dead Load k -ft k -ft
Live Load k -ft k -ft
Short Term k -ft 14.800 k -ft
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Shears... (pressures @ left & right) (pressures @ top & bot)
Dead Load k k �'
Live Load k k 0
Short Term k 0.870 k I Al C. r✓
ammary Warning: OTM Ratio < 1.5
iiENMEMEA 7.00ft x 7.00ft Footing, 12.Oin Thick, w/ Column Support 35.00 x 35.00in x 30.Oin high
DL +LL
DL +LL +ST
Actual
Allowable
Max Soil Pressure
150.0
653.2 psf
Max Mu
1.413 k -ft per ft
Allowable
1,500.0
1,500.0 psf
Required Steel Area
0.259 in2 per ft
"X Ecc, of Resultant
0.000 in
0.000 in
"Y' Ecc, of Resultant
0.000 in
29.143 in
Shear Stresses.... Vu
Vn *Phi
6 (�
1-Wa Y
8.941
85.000 psi
X -X Min. Stability Ratio
1.150
1.500 :1
2 -Wa
6.093
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
Footing Design
Shear Forces
ACI C -1
ACI C -2
ACI C -3
Vn " Phi
Two -Way Shear
5.42 psi
6.09 psi
2.00 psi
170.00 psi
One -Way Shears...
Vu @ Left
-2.90 psi
-3.26 psi
0.28 psi
85.00 psi
Vu @ Right
-2.90 psi
-3.26 psi
0.28 psi
185.00 psi
Vu @ Top
-2.90 psi
0.80 psi
8.94 psi
85.00 psi
Vu @ Bottom
-2.90 psi
-4.85 psi
-3.12 psi
85.00 psi
Moments
ACI C -1
ACI C -2
ACI C -3
Ru / Phi
As Read
Mu @ Left
-0.46 k -ft
-0.52 k -ft
0.04 k -ft
8.0 psi
-0.26 in2 per ft
Mu @ Right
-0.46 k -ft
-0.52 k -ft
0.04 k -ft
8.0 psi
-0.26 in2 per ft
Mu @ Top
-0.46 k -ft
0.12 k -ft
1.41 k -ft
21.7 psi
0.26 in2 per ft
Mu @ Bottom
-0.46 k -ft
-0.77 k -ft
-0.50 k -ft
11.9 psi
-0.26 in2 per ft
Description Canopy FTG @ TS Col (D + W)
Soil Pressure Summary
Service Load Soil Pressures
Left Right
Top
Bottom
DL + LL
149.96 149.96
149.96
149.96 psf
DL + LL + ST
149.96 149.96
653.15
0.00 psf
Factored Load Soil Pressures
ACI Eq. C -1
149.33 149.33
149.33
149.33 psf
ACI Eq. C -2
121.83 121.83
530.65
0.00 psf
ACI Eq. C -3
260.16 260.16
1,133.14
0.00 psf
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL
1.400 ACI C -2 Group Factor
0.750 Add" I "1.4" Factor for Seismic 1.400
ACI C -1 & C -2 LL
1.700 ACI C -3 Dead Load Factor
0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C -2 ST
1.700 ACI C -3 Short Term Factor
1.300
....seismic = ST * :
1.100 Used in ACI C -2 & C -3
Bucinzss � � � TJ -Beam® ��ft190 11 7/8 TJ I® 210 @ 16 o1c
User: 2 11 /14/2007 11:32:16 AM
Pagel Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
�: Q
b 13• i
Product Diagram is Conceptual.
LOADS:
' Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live /Dead /Uplift/Total
1 Stud wall 3.50" 2.25" 433 / 303 / 0 / 737 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board@
2 Stud wall 3.50" 2.25" 433 / 303 / 0 / 737 End, Rim 1 Ply 1 114" x 11 7/8" 0.8E TJ- Strand Rim Board@
DESIGN CONTROLS:
C 1
- Deflection Criteria: STAN DARD(LL: U480,TL: U240).
Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
- Bracing(Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear.
TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.49
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
' be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above.
I PROJECT INFORMATION:
i
Copyright e; 2006 by Trus Joist, a Weyerhaeuser Business
TJI;a and TJ- Beamc@ are registered trademarks of Trus Joist.
e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist.
OPERATOR INFORMATION:
Brian Garner
Call Engineering
7337 Northview
Boise, ID 83704
Phone: (208) 321 -2656
Fax :(208)658 -8051
bgarner @callengineering.com
Maximum
Design
Control
Control
Location
Shear (Ibs)
1000
1000
1655
Passed (60 %)
Rt. end Span 1 under Concentrated loading
Vertical Reaction (Ibs)
995
995
1110
Passed (90 %)
Bearing 2 under Concentrated loading
Moment (Ft -Lbs)
2243
2243
3620
Passed (62 %)
MID Span 1 under Floor loading
Live Load Defl (in)
Total Load Dell (in)
0.130
0.221
0.315
0.629
Passed (U999 +)
Passed (U682)
MID Span 1 under Floor loading
MID Span 1 under Floor loading
TJPro
55
30
Passed
Span
C 1
- Deflection Criteria: STAN DARD(LL: U480,TL: U240).
Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
- Bracing(Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear.
TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.49
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
' be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above.
I PROJECT INFORMATION:
i
Copyright e; 2006 by Trus Joist, a Weyerhaeuser Business
TJI;a and TJ- Beamc@ are registered trademarks of Trus Joist.
e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist.
OPERATOR INFORMATION:
Brian Garner
Call Engineering
7337 Northview
Boise, ID 83704
Phone: (208) 321 -2656
Fax :(208)658 -8051
bgarner @callengineering.com
,A�
'41 NEW
CA LL
ENGINEERING, PA
p r
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
Project: F 9, f
Project #: C 4 By:
Date: Page:
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Description Interior BRG Stud
General Information
ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
Milli IN 111 111
2x6 Total Column Height
1
10.00 ft
Rectangular Column
Load Duration Factor
1.00
Column Depth (along y -y axis)
5.50 in Fc
1,350.00 psi
Width (along x -x axis)
1.50 in Fb
900.00 psi
Sawn
E - Elastic Modulus
1,600 ksi
Dead Load
Douglas Fir - Larch, No.2
Short Term Load
Unbraced length for "y -y" axis sideways deflection
10.00 ft
Using: 2x6, Width= 1.50in, Depth= 5.50in,
Total Column Ht= 10.00ft
Unbraced length for "x -x" axis sideways deflection
1.00 ft
Lu XX for Bending
1.00 ft
Loads
480.00 psi
480.00 psi
174.55 psi
Dead Load
Live Load
Short Term Load
Axial Load
1,440.00 lbs
2,520.00 Ibs
0.00 Ibs
Eccentricity 0.000in
0.00 psi
132.23 psi
132.23 psi
Applied Moment
0.00 in-#
0.00 in-#
1,000.00 in-#
Max. Design Moment
0.00in -#
0.00in -#
1,000.00 in-#
Summary
0.5910
0.4707
Column OK
i
I
Using: 2x6, Width= 1.50in, Depth= 5.50in,
Total Column Ht= 10.00ft
DL +LL
DL +LL +ST DL +ST
fc : Compression
480.00 psi
480.00 psi
174.55 psi
Fc : Allowable
812.22 psi
812.22 psi
812.22 psi
fbx : Flexural
0.00 psi
132.23 psi
132.23 psi
F'bx: Allowable
1,163.51 psi
1,163.51 psi
1,163.51 psi
Interaction Value
0.5910
0.4707
0.1625_
'
Stress Details
Fc : X -X
1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y
812.22 psi
Max k *Lu / d
50.00
F'c : Allowable
812.22 psi
Le : Bending
2.06 ft
F'c:Allow * Load Dur Factor
812.22 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
1,163.51 psi
Rb : (Le d / b ^2) 1 .5
7.773
F'bx * Load Duration Factor
1,163.51 psi
Min. Allow k *Lu / d
11.00
Cf:Bending
1.300
For Axial Stress Calcs...
Cf : Axial
Axial X -X k Lu / d
1.100
8.00
Axial Y -Y k Lu / d
21.82
I
,®
CALL
ENGINEERING, PA
®
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321 -2656 ♦ Fax: 208 658 -8051
email: info@callengineering.com
Project: 10 � / z - f: �� (- (- / !
Project #: t By:
Date: Page: vi 3
o� t Ale 7
L za�s
Ocs
'- 1 4 (J �J -
TU LIATE
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Call Engineering Title : Job # G 7/3 9
Description Exterior Bearing Stud
General Information ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
2x6
Total Column Height
10.00 ft
Rectangular Column
Max k *Lu / d
Load Duration Factor
1.00
Column Depth (along y -y axis)
5.50 in
Fc
1,350.00 psi
Width (along x -x axis)
1.50 in
Fb
900.00 psi
Sawn
Rb : (Led/ b ^2) ^.5
E - Elastic Modulus
1,600 ksi
812.22 psi
812.22 psi
Douglas Fir - Larch, No.2
Unbraced length for "y -y" axis sideways deflection
10.00 ft
634.31 psi
634.31 psi
Unbraced length for "x -x" axis sideways deflection
1.00 ft
F'bx: Allowable
1,163.51 psi
Lu XX for Bending
1.00 ft
1.100
Loads
0.4695
0.7948
0 .5846
Dead Load
Live Load
Short Term Load
Axial Load
1,144.00 lbs
2,002.00 Ibs
0.00 Ibs
Eccentricity 0.000in
Applied Moment
0.00 in-#
0.00 in -#
4,797.00 in-#
Max. Design Moment
0.00in -#
0.00in -#
4,797.00 in-#
Summary
Column OK
Fc : X -X
Using : 2x6, Width= 1.50in,
Depth= 5.50in,
Total Column Ht= 10.00ft
Fc : Y -Y
812.22 psi
Max k *Lu / d
50.00
DL + LL
DL + LL + ST
DL + ST
2.06 ft
F'c:Allow * Load Dur Factor
fc : Compression
381.33 psi
381.33 psi
138.67 psi
1,163.51 psi
Rb : (Led/ b ^2) ^.5
Fc : Allowable
812.22 psi
812.22 psi
812.22 psi
11.00
fbx : Flexural
0.00 psi
634.31 psi
634.31 psi
I
For Axial Stress Calcs...
F'bx: Allowable
1,163.51 psi
1,163.51 psi
1,163.51 psi
1.100
Interaction Value
0.4695
0.7948
0 .5846
Stress Details
21.82
Fc : X -X
1,418.80 psi
For Bending Stress Calcs...
Fc : Y -Y
812.22 psi
Max k *Lu / d
50.00
Pc: Allowable
812.22 psi
Le : Bending
2.06 ft
F'c:Allow * Load Dur Factor
812.22 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
1,163.51 psi
Rb : (Led/ b ^2) ^.5
7.773
F'bx * Load Duration Factor
1,163.51 psi
Min. Allow k *Lu / d
11.00
Cf:Bending
1.300
For Axial Stress Calcs...
Cf : Axial
1.100
Axial X -X k Lu / d
8.00
Axial Y -Y k Lu / d
21.82
�®
CA LL
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
LK) A u"5:
Project: rz Y I:' C to ( C
Project #: t1 By: __
w
17
Date: Page: I
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Description Header @ Long -span
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Center Span 12.50 ft .....Lu 2.00 ft
Beam Width 5.250 in Left Cantilever ft ..Lu 0.00 ft
Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft
Member Type Manuf /So.Pine Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi
Load Dur. Factor 1.150 Fv Allow 285.0 psi
1 Beam End Fixity Pin -Pin Fc Allow 750.0 psi Repetitive Member
Wood Density 32.000 pcf E 1,900.0 ksi
Full Length Uniform Loads
' Center DL 572.00 #/ft LL 1,001.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary Beam Design OK
Span= 12.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio 0.880 : 1
Maximum Moment 31.0 k -ft Maximum Shear * 1.5 14.9 k
Allowable 35.2 k -ft Allowable 20.4 k
Max. Positive Moment 30.99 k -ft at 6.250 ft Shear: @ Left 9.92 k
t Max. Negative Moment 0.00 k -ft at 12.500 ft @ Right 9.92 k
Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in
Max @ Right Support 0.00 k -ft @ Center 0.347 in
Max. M allow 35.24 @ Right 0.000 in
' Reactions...
fb 3,014.21 psi fv 238.62 psi Left DL 3.66 k Max 9.92 k
Fb 3,426.96 psi Fv 327.75 psi Right DL 3.66 k Max 9.92 k
Deflections
' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.231 in -0.626 in Deflection 0.000 in 0.000 in
...Location 6.250 ft 6.250 ft ...Length /Deft 0.0 0.0
...Length /Deft 648.8 239.54 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.347 in ...Length /Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
' Stress
Ca CS
Bnalysis
Ck 20.444 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 Cl 0.997
Max Moment Sxx Read Allowable fb
@ Center 30.99 k -ft 108.53 in3 3,426.96 psi
@ Left Support 0.00 k -ft 0.00 in3 3,438.50 psi
@ Right Support 0.00 k -ft 0.00 in3 3,438.50 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 14.88 k 14.88 k
Area Required 45.391 in2 45.391 in2
Fv: Allowable 327.75 psi 327.75 psi
Bearing @ Supports
Max. Left Reaction 9.92 k Bearing Length Req'd 2.519 in
Max. Right Reaction 9.92 k Bearing Length Req'd 2.519 in
Call Engineering T
Title: Idaho Eye Clinic J
Job # 07138
7337 Northview D
Dsgnr: D
Date: 12:01 PM, 11 DEC 07
Boise, ID 83704 D
Description
' (
(208) 321 -2656 S
Scope: r
r
� �CAEn -Dec -2003 G
General �Timb�erBe�a��� n
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Center Span 12.50 ft .....Lu 2.00 ft
Beam Width 5.250 in Left Cantilever ft ..Lu 0.00 ft
Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft
Member Type Manuf /So.Pine Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi
Load Dur. Factor 1.150 Fv Allow 285.0 psi
1 Beam End Fixity Pin -Pin Fc Allow 750.0 psi Repetitive Member
Wood Density 32.000 pcf E 1,900.0 ksi
Full Length Uniform Loads
' Center DL 572.00 #/ft LL 1,001.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary Beam Design OK
Span= 12.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio 0.880 : 1
Maximum Moment 31.0 k -ft Maximum Shear * 1.5 14.9 k
Allowable 35.2 k -ft Allowable 20.4 k
Max. Positive Moment 30.99 k -ft at 6.250 ft Shear: @ Left 9.92 k
t Max. Negative Moment 0.00 k -ft at 12.500 ft @ Right 9.92 k
Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in
Max @ Right Support 0.00 k -ft @ Center 0.347 in
Max. M allow 35.24 @ Right 0.000 in
' Reactions...
fb 3,014.21 psi fv 238.62 psi Left DL 3.66 k Max 9.92 k
Fb 3,426.96 psi Fv 327.75 psi Right DL 3.66 k Max 9.92 k
Deflections
' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.231 in -0.626 in Deflection 0.000 in 0.000 in
...Location 6.250 ft 6.250 ft ...Length /Deft 0.0 0.0
...Length /Deft 648.8 239.54 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.347 in ...Length /Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
' Stress
Ca CS
Bnalysis
Ck 20.444 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 Cl 0.997
Max Moment Sxx Read Allowable fb
@ Center 30.99 k -ft 108.53 in3 3,426.96 psi
@ Left Support 0.00 k -ft 0.00 in3 3,438.50 psi
@ Right Support 0.00 k -ft 0.00 in3 3,438.50 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 14.88 k 14.88 k
Area Required 45.391 in2 45.391 in2
Fv: Allowable 327.75 psi 327.75 psi
Bearing @ Supports
Max. Left Reaction 9.92 k Bearing Length Req'd 2.519 in
Max. Right Reaction 9.92 k Bearing Length Req'd 2.519 in
Full Length Uniform Loads
' Center DL 572.00 #/ft LL 1,001.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary Beam Design OK
Span= 12.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio 0.880 : 1
Maximum Moment 31.0 k -ft Maximum Shear * 1.5 14.9 k
Allowable 35.2 k -ft Allowable 20.4 k
Max. Positive Moment 30.99 k -ft at 6.250 ft Shear: @ Left 9.92 k
t Max. Negative Moment 0.00 k -ft at 12.500 ft @ Right 9.92 k
Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in
Max @ Right Support 0.00 k -ft @ Center 0.347 in
Max. M allow 35.24 @ Right 0.000 in
' Reactions...
fb 3,014.21 psi fv 238.62 psi Left DL 3.66 k Max 9.92 k
Fb 3,426.96 psi Fv 327.75 psi Right DL 3.66 k Max 9.92 k
Deflections
' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.231 in -0.626 in Deflection 0.000 in 0.000 in
...Location 6.250 ft 6.250 ft ...Length /Deft 0.0 0.0
...Length /Deft 648.8 239.54 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.347 in ...Length /Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
' Stress
Ca CS
Bnalysis
Ck 20.444 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 Cl 0.997
Max Moment Sxx Read Allowable fb
@ Center 30.99 k -ft 108.53 in3 3,426.96 psi
@ Left Support 0.00 k -ft 0.00 in3 3,438.50 psi
@ Right Support 0.00 k -ft 0.00 in3 3,438.50 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 14.88 k 14.88 k
Area Required 45.391 in2 45.391 in2
Fv: Allowable 327.75 psi 327.75 psi
Bearing @ Supports
Max. Left Reaction 9.92 k Bearing Length Req'd 2.519 in
Max. Right Reaction 9.92 k Bearing Length Req'd 2.519 in
Ck 20.444 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 Cl 0.997
Max Moment Sxx Read Allowable fb
@ Center 30.99 k -ft 108.53 in3 3,426.96 psi
@ Left Support 0.00 k -ft 0.00 in3 3,438.50 psi
@ Right Support 0.00 k -ft 0.00 in3 3,438.50 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 14.88 k 14.88 k
Area Required 45.391 in2 45.391 in2
Fv: Allowable 327.75 psi 327.75 psi
Bearing @ Supports
Max. Left Reaction 9.92 k Bearing Length Req'd 2.519 in
Max. Right Reaction 9.92 k Bearing Length Req'd 2.519 in
0
0
u
Call Engineering Title : Idaho Eye Clinic Job # 07138
7337 Northview Dsgnr: Date: 12:02PM, 11 DEC 07
Boise, ID 83704
Description
(208) 321 -2656 Scope: UJ 7
Rev: 580004
User: KW -0602996, Ver5.8.0, 1- Dec -2003 General Timber Beam Page 1
(c)1983 -2003 ENERCALC Enqineerinq Software calcs.ecw:Calculations
Description Header @ Girder
General Information
0 : 1
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Total Load
0.000 in
0.0
0.000 in
0.0
Center Span 12.50 ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf /So.Pine
Truss Joist - MacMillan, Microl-am 1.9 E
Bm Wt. Added to Loads
350.00 #/ft
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.150
Fv Allow 285.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 750.0 psi
Wood Density
32.000pef
E 1,900.0 ksi
1
Summary
Beam Design OK
L
Span= 12.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0 : 1
Trapezoidal Loads
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
Maximum Moment
'
#2 DL @ Left
200.00 #/ft LL @ Left
350.00 #/ft
Start Loc
2.500 ft
DL @ Right
200.00 #/ft LL @ Right
350.00 #/ft
End Loc
12.500 ft
Max. Positive Moment
29.71 k -ft
Point Loads
2.500 ft
Shear:
@ Left
14.24 k
Max. Negative Moment
Dead Load 4,060.0 Ibs
2,030.0 Ibs Ibs
Ibs
Ibs
Ibs Ibs
5.79 k
Live Load 7,105.0 Ibs
1,160.0 Ibs Ibs
Ibs
Ibs
Ibs Ibs
@ Left
...distance 2.500 ft
0.670 ft 0.000 ft
0.000 ft
0.000 ft
0.000 ft 0.000 ft
1
Summary
Beam Design OK
L
Span= 12.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0 : 1
Total Load Left Cantilever...
-0.552 in Deflection
5.750 ft ...Length /Deft
271.66 Right Cantilever...
Deflection
...Length /Deft
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
Maximum Moment
29.7 k -ft
Maximum Shear"
1.5
16.6 k
Allowable
30.7 k -ft
Allowable
20.4 k
Max. Positive Moment
29.71 k -ft
at
2.500 ft
Shear:
@ Left
14.24 k
Max. Negative Moment
0.00 k -ft
at
0.000 ft
@ Right
5.79 k
Max @ Left Support
0.00 k -ft
@ Center
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k -ft
@ Left Support
0.00 k -ft
0.00 in3
@ Center
0.317 in
Max. M allow
30.66
0.00 k -ft
Reactions...
2,990.00 psi
@ Right
0.000 in
fb 2,889.70 psi
fv
265.49 psi
Left DL
6.06 k
Max
14.24 k
Fb 2,981.34 psi
Fv
327.75 psi
Right DL
2.21 k
Max
5.79 k
Deflections
'
'
Center Span... Dead Load
Deflection -0.211 in
...Location 5.750 ft
...Length /Deft 709.5
Camber ( using 1.5 * D.L. Defl ) ...
@ Center 0.317 in
@ Left 0.000 in
@ Right 0.000 in
Total Load Left Cantilever...
-0.552 in Deflection
5.750 ft ...Length /Deft
271.66 Right Cantilever...
Deflection
...Length /Deft
Dead Load
0.000 in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 20.444
Le 4.118 ft
Sxx 123.389 in3 Area
62.344 in2
Cf 1.000
Rb 4.615
Cl 0.997
Max Moment
Sxx Req'd
Allowable fb
@ Center
29.71 k -ft
119.60 in3
2,981.34 psi
@ Left Support
0.00 k -ft
0.00 in3
2,990.00 psi
@ Right Support
0.00 k -ft
0.00 in3
2,990.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
16.55 k
7.88 k
Area Required
50.501 in2
24.050 in2
Fv: Allowable
327.75 psi
327.75 psi
Bearing @ Supports
'
Max. Left Reaction
14.24 k
Bearing Length Req'd
3.616 in
Max. Right Reaction
5.79 k
Bearing Length Req'd
1.471 in
Ll
u
Description 12' Header Out of Plane
General Information
Code Ref: 1997/2001 NDS, 200012003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Center Span 12.50 ft .....Lu 0.00 ft
Beam Width
5.000 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
5.250 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf /So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
#/ft LL #/ft
Flo Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 750.0 psi
'
E 1,900.0 ksi
Full Length Uniform Loads
'
Center DL
#/ft LL 122.00 #/ft
Left Cantilever DL
#/ft LL #/ft
Right Cantilever DL
#/ft LL #/ft
'
Summary
Beam Design OK
Span= 12.50ft, Beam Width
= 5.00Oin x Depth = 5.25in, Ends are Pin -Pin
Max Stress Ratio
0.479 : 1
'
Maximum Moment
2.4 k -ft Maximum Shear* 1.5
1.1 k
Allowable
5.0 k -ft Allowable
7.5 k
Max. Positive Moment
2.38 k -ft
at 6.250 ft Shear:
@ Left
0.76 k
Max. Negative Moment
0.00 k -ft
at 0.000 ft
@ Right
0.76 k
Max @ Left Support
0.00 k -ft
Camber: @ Left
0.000in
Max @ Right Support
0.00 k -ft
@ Center
0.000 in
Max. M allow
4.98
Reactions...
@ Right
0.000in
fb 1,244.90 psi
fv
43.57 psi Left DL 0.00 k
Max
0.76k
Fb 2,600.00 psi
Fv 285.00 psi Right DL 0.00 k
Max
0.76 k
Deflections
'
Center Span... Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
0.000 in
-0.585 in Deflection
0.000 in
0.000 in
...Location
12.500 ft
6.250 ft ...Length /Deft
0.0
0.0
...Length /Deft
0.0
256.41 Right Cantilever...
Camber ( using 1.5 * D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.000 in
...Length /Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
t Stress
Calcs
Bending Analysis
Ck 21.924 Le
0.000 ft
Sxx 22.969 in3 Area
26.250 in2
Cf 1.000 Rb
0.000
Cl 0.000
Max Moment
Sxx Read Allowable fb
@ Center
2.38 k -ft
11.00 in3
2,600.00 psi
@ Left Support
0.00 k -ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k -ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.14 k
1.14 k
Area Required
4.013 in2
4.013 in2
Fv: Allowable
285.00 psi
285.00 psi
'
Bearing @ Supports
Max. Left Reaction
0.76 k
Bearing Length Req'd
0.203 in
Max. Right Reaction
0.76 k
Bearing Length Req'd
0.203 in
AA
C A L L
CA LL
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
Project: HE C—LI'VIS-
Project #: 67/39 By:
Date: Page:
W AP A L
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C A LL
ENGINEERING, PA
Structural Engineers
7337 Northview St. ♦ Boise, Idaho 83704
Phone: 208 321-2656 ♦ Fax: 208 658-8051
email: info@callengineering.com
T,
Project: f c CC/6((-
Project #: S 2 t By:
Date: Page:
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Call Engineering
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
7337 Northview
Fy
Boise, ID 83704
'
(208) 321 -2656
Duration Factor
1.000
Y -Y Sidesway : Restrained
Rev: 580008
Elastic Modulus
29,000.00 ksi
User: KW- 0602996, Ver 5.
End Fixity Fix -Free
X -X Unbraced
(c)1983 -2003 ENERCALC
'
Description
1
Column @ Entry
Title :
Dsgnr:
Description
Scope:
Steel Column
Job # 0 7IN
Date: 4:01 PM, 19 NOV 07
C3
Page 1
calcs.ecw: Calculations
General Information
'O".►rn1a. y ffi
mmmommmlimmmmmmm
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section TS8X8X1 /4
Fy
46.00 ksi
X -X Sidesway : Restrained
Duration Factor
1.000
Y -Y Sidesway : Restrained
Column Height 12.000 ft
Elastic Modulus
29,000.00 ksi
Unbraced Lengths: X -X = 24.00ft, Y -Y
End Fixity Fix -Free
X -X Unbraced
24.000 ft
Kxx 1.000
Live & Short Term Loads Combined
Y -Y Unbraced
24.000 ft
Kyy 1.000
Loads
AISC Formula H1 - 1
Axial Load...
Analysis Values?
Dead Load 3.70 k
Ecc. for X -X Axis Moments
0.000 in
Live Load 6.50 k
Ecc. for Y -Y Axis Moments
0.000 in
Short Term Load k
AISC Formula H1 - 3
0.0304
0.0535
Point lateral Loads...
DL
LL ST
Height
Along Y -Y (strong axis moments)
Cb:x DL +LL
1.320 k 12.000 ft
Along X -X (y moments )
F'ey : DL +LL
F'ex : DL +LL +ST
XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc
k ft
'
'O".►rn1a. y ffi
mmmommmlimmmmmmm
27.60 ksi 27.60 ksi
Column Design OK
27.60 ksi
Section: TS8X8X1 /4, Height = 12.00ft, Axial Loads: DL =
3.70, LL = 6.50, ST =
0.00k, Ecc. =
0.000in
'
27.60 ksi
Unbraced Lengths: X -X = 24.00ft, Y -Y
= 24.00ft
0.00 ksi 0.00 ksi
0.00 ksi
0.00 ksi
Combined Stress Ratios
Dead
Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1
Analysis Values?
'
AISC Formula H1 - 2
AISC Formula H1 - 3
0.0304
0.0535
0.0839
0.4503
17,814 psi
Cm:x DL +LL
0.60
Cb:x DL +LL
1.00
F'ey : DL +LL
F'ex : DL +LL +ST
XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc
Cm:y DL +LL
Cm:x DL +LL +ST
0.60
1.00
Cb:y DL +LL
Cb:x DL +LL +ST
1.00
1.00
YY Axis : Fa calc'd per E . E2 -1 K *L /r < Cc
17,814 psi
Cm:y DL +LL +ST
0.60
-
1.00
Stresses
-0.603 in
at 12.000 ft Max Y -Y Axis
Deflection
0.000 in at
0.000 ft
Allowable & Actual Stresses
Dead
Live
DL + LL
DL + Short
Fa : Allowable
16.01 ksi
16.01 ksi
16.01 ksi
16.01 ksi
fa : Actual
0.49 ksi
0.86 ksi
1.34 ksi
1.34 ksi
Fb :xx : Allow [F1 -6]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
Fb:xx : Allow [F1 -7] & [F1 -8]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
fb : xx Actual
0.00 ksi
0.00 ksi
0.00 ksi
10.11 ksi
'
Fb:yy : Allow [F1 -6]
27.60 ksi 27.60 ksi
27.60 ksi
27.60 ksi
Fb:yy : Allow [F1 -7] & [F1 -8]
27.60 ksi 27.60 ksi
27.60 ksi
27.60 ksi
fb : yy Actual
0.00 ksi 0.00 ksi
0.00 ksi
0.00 ksi
Analysis Values?
F'ex : DL +LL
17,814 psi
Cm:x DL +LL
0.60
Cb:x DL +LL
1.00
F'ey : DL +LL
F'ex : DL +LL +ST
17,814 psi
17,814 psi
Cm:y DL +LL
Cm:x DL +LL +ST
0.60
1.00
Cb:y DL +LL
Cb:x DL +LL +ST
1.00
1.00
F'ey : DL +LL +ST
17,814 psi
Cm:y DL +LL +ST
0.60
Cb:y DL +LL +ST
1.00
Max X -X Axis Deflection
-0.603 in
at 12.000 ft Max Y -Y Axis
Deflection
0.000 in at
0.000 ft
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Description Post @ Entry
General Information
25,238 psi
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section TS5X5X1 /4
Fy
46.00 ksi
X -X Sidesway :
Restrained
Ecc. for Y -Y Axis Moments 0.000 in
Duration Factor
1.000
Y -Y Sidesway :
Restrained
Column Height 12.300 ft
Elastic Modulus
29,000.00 ksi
DL
LL ST
End Fixity Pin -Pin
X -X Unbraced
12.300 ft
Kxx
1.000
Live & Short Term Loads Combined
Y -Y Unbraced
12.300 ft
Kyy
1.000
Axial Load...
25,238 psi
Cm:x DL +LL
Dead Load
7.20 k
Ecc. for X -X Axis Moments 0.000 in
Live Load
12.00 k
Ecc. for Y -Y Axis Moments 0.000 in
Short Term Load
k
1.00
Applied Moments
25,238 psi
Cm:x DL +LL +ST
X -X Axis Moments
DL
LL ST
At TOP
DL + Short
k -ft Height
Between Ends
1.40
2.50 k -ft 8.750 ft
At BOTTOM
fa : Actual
k -ft
Column Design OK
Section : TS5X5X1 /4, Height = 12.30ft, Axial Loads: DL = 7.20, LL = 12.00, ST = 0.00k, Ecc. = 0.000in
Unbraced Lengths: X -X = 12.30ft, Y -Y = 12.30ft
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1 0.4366 0.4366
AISC Formula H1 - 2 0.3283 0.3283
AISC Formula H1 - 3 0.1477 0.2538
XX Axis: Fa calc'd per Eq. E2 -1, K *L /r < Cc
25,238 psi
Cm:x DL +LL
1.00
Cb:x DL +LL
YY Axis : Fa calc'd Per Ea E2 -1 K *L /r < Cc
F'ey : DL +LL
25,238 psi
Cm:y DL +LL
0.60
Stresses
1.00
F'ex : DL +LL +ST
25,238 psi
Cm:x DL +LL +ST
Allowable & Actual Stresses
Dead
Live
DL + LL
DL + Short
Fa :Allowable
18.61 ksi
18.61 ksi
18.61 ksi
18.61 ksi
fa : Actual
1.57 ksi
2.61 ksi
4.18 ksi
4.18 ksi
Fb:xx : Allow [F1 -6]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
Fb:xx : Allow [F1 -7] & [F1 -8]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
fb : xx Actual
1.75 ksi
3.13 ksi
4.88 ksi
4.88 ksi
Fb:yy : Allow [F1 -6]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
Fb:yy : Allow [F1 -7] & [F1 -8]
27.60 ksi
27.60 ksi
27.60 ksi
27.60 ksi
fb : yy Actual
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
F'ex : DL +LL
25,238 psi
Cm:x DL +LL
1.00
Cb:x DL +LL
1.00
F'ey : DL +LL
25,238 psi
Cm:y DL +LL
0.60
Cb:y DL +LL
1.00
F'ex : DL +LL +ST
25,238 psi
Cm:x DL +LL +ST
1.00
Cb:x DL +LL +ST
1.00
F'ey : DL +LL +ST
25,238 psi
Cm:y DL +LL +ST
0.60
Cb:y DL +LL +ST
1.00
Max X -X Axis Deflection
-0.086 in at
6.150 ft Max Y -Y Axis Deflection
0.000 in at
0.000 ft
Description Post @ Entry
Section Properties
TS5X5X1 /4
Depth
5.000 in Weight
15.59 #/ft
Values for LRFD Design....
Thickness
0.250 in box
16.900 in4
J 27.400 in4
Width
5.000 in lyy
16.900 in4
0.00
Sxx
6.780 in3
Zx 8.070 in3
Area
4.59 in2 Syy
6.780 in3
Zy 8.070 in3
Rt
2.500 in Rxx
1.920 in
0.000
Ryy
1.920 in
Section Type = TS- Square
Description Post @ Covered Area .75W + .75S
1
General Information
ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
4x6 Total Column Height
9.00 ft
Rectangular Column
Load Duration Factor
1.60
Column Depth (along y -y axis)
3.50 in Fc
1,350.00 psi
Width (along x -x axis)
5.50 in Fb
900.00 psi
Manuf
E - Elastic Modulus
1,600 ksi
0.00 Ibs
Douglas Fir - Larch, No.2
4.795
Unbraced length for "y -y" axis sideways deflection 9.00 ft
1,135.07 psi
For Bending Stress Calcs...
Unbraced length for "x -x" axis sideways deflection 9.00 ft
Fc: Y -Y
643.73 psi
Lu XX for Bending 9.00 ft
50.00
Pc: Allowable
Loads
Le: Bending
16.56 ft
Dead Load
Live Load
Short Term Load
Axial Load 3,292.00 Ibs
4,322.00 Ibs
0.00 Ibs
Eccentricity 0.000in
4.795
F'bx * Load Duration Factor
Applied Moment 0.00 in-#
0.00 in-#
2,278.00 in-#
Max. Design Moment 0.00in -#
0.00in -#
2,278.00 in-#
Summary
Column OK
For Axial Stress Calcs...
Using : 4x6, Width= 5.50in, Depth= 3.50in, Total Column Ht= 9.00ft
Cf : Axial
1.000
DL +LL
DL +LL +ST
DL +ST
19.64
fc : Compression 395.53 psi
395.53 psi
171.01 psi
Fc : Allowable 643.73 psi
672.05 psi
672.05 psi
fbx : Flexural 0.00 psi
202.86 psi
202.86 psi
F'bx: Allowable 900.00 psi
1,440.00 psi
1,440.00 psi
Interaction Value 0.6144
0.6689
0.2510
Stress Details
Fc: X -X
1,135.07 psi
For Bending Stress Calcs...
Fc: Y -Y
643.73 psi
Max k *Lu / d
50.00
Pc: Allowable
643.73 psi
Le: Bending
16.56 ft
F'c:Allow * Load Dur Factor
672.05 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
900.00 psi
Rb : (Led / b ^2) ^.5
4.795
F'bx * Load Duration Factor
1,440.00 psi
Min. Allow k *Lu / d
11.00
Cf:Bending
1.000
For Axial Stress Calcs...
Cf : Axial
1.000
Axial X -X k Lu / d
19.64
Axial Y -Y k Lu / d
30.86
Description Post @ Covered Area W IQ 0
General Information
ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section
4x6 Total Column Height
9.00 ft
Rectangular Column
Load Duration Factor
1.60
Column Depth (along y -y axis)
3.50 in Fc
1,350.00 psi
Width (along x -x axis)
5.50 in Fb
900.00 psi
Manuf
E - Elastic Modulus
1,600 ksi
Douglas Fir -Larch, No.2
Live Load
'
Unbraced length for "y -y" axis sideways deflection 9.00 It
Unbraced length for "x -x" axis sideways deflection 9.00 ft
Lu XX for Bending 9.00 ft
Loads
Dead Load
Live Load
Short Term Load
Axial Load 3,292.00 Ibs
0.00 Ibs
0.00 Ibs
Eccentricity 0.000in
'
Applied Moment 0.00 in-#
0.00 in-#
3,038.00 in-#
Max. Design Moment 0.00in -#
0.00in-#
3,038.00 in-#
'
Summary
Column OK
Using: 4x6-, Width= 5.50in, Depth= 3.50in, Total Column
Ht= 9.00ft
DL + LL
DL + LL + ST
DL + ST
fc : Compression 171.01 psi
171.01 psi
171.01 psi
Fc : Allowable 643.73 psi
672.05 psi
672.05 psi
fbx : Flexural 0.00 psi
270.55 psi
270.55 psi
'
F'bx: Allowable 900.00 psi
1,440.00 psi
1,440.00 psi
Interaction Value 0.2657
0.3131
0.3131
'
Stress Details
Fc: X -X 1,135.07 psi
For Bending Stress Calcs...
Fc: Y -Y 643.73 psi
Max k *Lu / d
50.00
'
F'c : Allowable 643.73 psi
Le : Bending
16.56 ft
F'c:Allow * Load Dur Factor 672.05 psi
(Lu -xx * NDS Table 3.3.3
factor)
F'bx 900.00 psi
Rb : (Le d / b ^2) ^.5
4.795
F'bx * Load Duration Factor 1,440.00 psi
Min. Allow k *Lu / d
11.00
Cf:Bending
1.000
For Axial Stress Calcs...
'
Cf : Axial
Axial X -X k Lu / d
1.000
19.64
Axial Y -Y k Lu / d
30.86
t
l
Description Post @ Covered Area S 1v QJ
General Information ide Ref: 1997/2001 NDS, 200012003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section 4x6
Total Column Height
9.00 ft
Rectangular Column
Load Duration Factor
1.15
Column Depth (along y -y axis) 3.50 in
Fc
1,350.00 psi
Width (along x -x axis) 5.50 in
Fb
900.00 psi
Manuf
E - Elastic Modulus
1,600 ksi
171.01 psi
Douglas Fir - Larch, No.2
Unbraced length for "y -y" axis sideways deflection 9.00 ft
643.73 psi
654.67 psi
Unbraced length for "x -x" axis sideways deflection 9.00 ft
Lu XX for Bending 9.00 ft
0.00 psi
0.00 psi
Dead Load Live Load Short Term Load
Axial Load 3,292.00 lbs 5,763.00 Ibs 0.00 Ibs
Eccentricity 0.000in
Column OK
Using : 46, Width= 5.50in,
Depth= 3.50in,
Total Column Ht= 9.00ft
j
DL + LL
DL + LL + ST DL
+ ST
fc : Compression
470.39 psi
470.39 psi
171.01 psi
Fc : Allowable
643.73 psi
654.67 psi
654.67 psi
fbx : Flexural
0.00 psi
0.00 psi
0.00 psi
F'bx : Allowable
900.00 psi
1,035.00 psi
1,035.00 psi
Interaction Value
0.7307
0.7185
0.2612
Stress Details
Fc : X -X
1,135.07 psi
For Bending Stress Calcs...
Fc : Y -Y
643.73 psi
Max k *Lu / d
50.00
Pc: Allowable
643.73 psi
Le : Bending
16.56 ft
F'c:Allow * Load Dur Factor
654.67 psi
(Lu -xx * NDS Table 3.3.3 factor)
F'bx
F'bx * Load Duration Factor
900.00 psi
1,035.00 psi
Rb : (Led / b ^2) A.5
4
Min. Allow k *Lu / d
11.00
Cf:Bending
1.000
For Axial Stress Calcs...
Cf : Axial
1.000
Axial X -X k Lu / d
19.64
Axial Y -Y k Lu / d
30.86
_
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7337 Northview St. ♦ Boise, Idaho 83704
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MCE Ground Motion - Conterminous 48 States
Latitude = 43.8347, Longitude = - 111.7719
Period MCE Sa
(sec) ( %g)
0.2 051.4 MCE Value of Ss, Site Class B
1.0 016.7 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
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1.0 035.6 Sa = FvS 1, Fv = 2.13
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