HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 07 00343 - Homestead Assisted Living CenterINSPECTION CARD
(4 -
CI T Y O F
Building
Permit
BUILDING
REXBURG
inatio ate: d v
Completion Date: _�`� ° �1
DO NOT DESTROY
LOCAL 0 STATE
TORA GE ARCHM
- City of Rextwrg Records Managem■rit-
i ISSUED TO:
PERMIT #: 0700343
NAME: Nielson Bodily & Associates
FOR THE CONSTRUCTION OF: Homestead Assisted Living C JOB ADDRESS: 407 W 1st N
GENERAL CONTRACTOR: J & S Construction Company
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 bythe Building Inspector.
Date Approve Issue B
�a
Building Inspector
THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE
THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY
1) A complete set of approved drawings along with the permit must be kept
No work shall be done on any part of
on the premises during construction.
the building beyond the point indicated
N O
T
I C
E 2) The permit will become null and void in the event of any deviation from the
in each successive inspection without
4. Framing
■ accepted drawings.
approval. No structural framework of
3) No foundation, structural, electrical, nor plumbing work shall be concealed
any underground work shall be covered
without approval.
r12fe Annrnvoil
1. Layout
2. Footing
3. Foundation
4. Framing
5. Insulation
6. Drywall
7. Sidewalk
8. Final
ELECTRICAL
Date Approved
1. Rough -In
2. Final
OTHER
ll Date roved
1. Fire Department Fina
PLUMBING
112to Annrnvnd.
1. Sewer Service Conn
2. Water Service Conne
3. Rough -In
24 Hour Notice
and Permit Number required
to make inspection appointments
For Inspections Call 359 -3020 option 2
A CERTIFICATE OF OCCUPANCY CAN NOT
BE ISSUED PRIOR TO FINAL ELECTRICAL
& PLUMBING INSPECTION
OF �RBUpC
�� l 9
U
CITY OF
REX
0
Americas Family Community
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
' Phone (208) 359 -3020 /Fax (208) 359 -302
Building Permit No: 0700343
Applicable Edition of Code: Intemational Building Code 2006
Site Address: 407 W 1st N
Use and Occupancy: Homestead Assisted Living
Type of Construction: Type V, non -rated
Design Occupant Load: 188
Sprinkler System Required: Yes
Name and Address of Owner: Thueson David
360 W 3500 N PgR{WANENT CUMEL
Rexburg, ID 83440 Origination Date: — I ' 3 % C
Contractor: J & S Construction Compan ompletion Date 2( /3iffj
DO NOT DESTROY
Special Conditions: LOCAL ❑ STATE
STORAGE ARCHIVES
- C i ty of Rexburg Records Management.
Occupancy: Institutional - housing more than 16 on 24 hour basis, occ. response
This Certificate, issued pursuant to the requirements of Section 909 of the lntemational 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 faith the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy saes
classified.
Date C.O. Issued: June 23, 2008 (10:50AM)
C.O Issued by:
Y
Building O bcial
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 r• Inspector: .
Electrical Inspecto 4 "
P$Z Administrator:
0 0
•
WELCOME HOME.
To Whom It May Concern:
In order to wrap up our construction loan at the bank we need to receive our certificate of
occupancy. There were two items in question. I have addressed both of them below:
The ground on the east side of the Homestead Assisted living, that is a public right of
way will be graded to match the surrounding area and seeded with natural grass seed in
the spring when the snow is gone.
In addition the emergency safety lights on the back (east side) of the building will have
the bulbs removed. The contractor is telling us that there are no shields made by the
manufacturer, so we will have to live without the lights.
If this will satisfy the requirement will you please issue the C/O as soon as p ossible.
PERMANENT 120C &
Origination Date: a
If you have any further questions please call me Completion Date
Dave Thueson 351 -8359
DO NOT DESTROY
It
_ o-9,�e � Z'eeuE
a 4w- ta t '� 5 C V" �7
� aoo y
LOCAL (''j STATE
STORAGE t- 1 ARCHM
-City of Rexburg Records Management-
Zr�
Ca�jG� 1 y i
a 0
04 gEXb(/Rn
CITY OF
REXBUR
America's Family Community
�
November 19, 2008
David Thueson
Homestead Assisted Living Center
407 W 1" N
Rexburg, ID 83440
Subject: Homestead Assisted Living Center
Dear David:
The Homestead Assisted Living Center located at 407 W 1" N, was issued a temporary
Certificate of Occupancy while site plan items were still being installed. It has expired at which
time the Planning & Zoning Department went out and did a re- inspection to make sure
requirements had been met. The results of the site plan re- inspection on 11/18/08 are:
1) Landscaping along the canal needs to be completed.
2) Exterior Lighting wall mounted flood lights & parking lot lights are unshielded, which
does not comply with City's lighting ordinance. Project lighting needs to be addressed.
We will be happy to extend the temporary Certificate of Occupancy so these items can be
finished. Please provide us with a timeline of when they will be completed. If you have any
questions, please call me or contact Gary Leikness at extension 314.
Sincerely,
0 , 11� l :�
JaNell Hansen
JaNell Hansen Building Safety Coordinator 19 E. Main Rexburg, ID 83440 P. O. Box 280 www.reacbut .orr
Phone (208) 359.3020 ext.346 Fax (208) 359.3024
TEMPGRARY
a
v� o
HED �
CITY OF
RMURG
Americas Family Community
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (2081359 -3090 / Fax 19n621 4rc1 _zn9A
Building Permit No:
0700343
Applicable Edition of Code:
International Building Code 2006
Site Address:
407 W 1st N
Use and Occupancy:
Homestead Assisted Living
Type of Construction:
Type V, non -rated
Design Occupant Load
PERMANENT D~4 MACK T
188 Origination Date: W 1 � j cK
Sprinkler System Required:
Yes Completion Date :LF? r {�
DO NOT DESTROY
Name and Address of Owner:
Thueson David LOCAL STATE
❑
360 W 3500 N STORAGE ARCHIVES
_ _City of Rexburg Records Management
_ -
Rexburg, ID 83440 _
Contractor:
J & S Construction Company
Special Conditions:
stc, a a&Cfd CDY)d tOirls
Occupancy: Institutional - housing more than 16 on 24 hour basis, occ. response
This Certificate, issued pursuant to the requirements of Section 109 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 with the requirements of the code
for the group and division of occupancy and the use for which the proposed occupancy vies
classified.
Date C.O. Issued: June 23 2 (10
C.O Issued by.
Building Official
There shall be no further change in the e)asting 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
Electricallnspector•
P&Z Administrator:
May.31. 2005 9 :31AM
CITY OF RE O URG
BUILDING PERMIT APPLICATION
19 E MAIN, REXBURG, ID. 83440
J. 208- 359 - 3020 X322
No, 0745 P. 3
PERMIT # •
Please complete the entire Application!
If the question does not apply fill in NA for non applicable
PARCEL NUM13ER:] >] �1`j- ( We will provide this for you)
SUBDIVISION: UNIT# BLOCK# LOT#
(Addressing is based on the information - must be accurate)
OWNER: a`'�Ay /b -t'Ny-r--sor! CONTACT PHONE # 7 ( ic Z51 8359
PROPERTY ADDRESS: <fv7 W I y ` A kC-n W 94, 1 DA w-' 83940
PHONE #: Home ( ) Work Cell (z -8) :S61 359
OWNER MAILING ADDRESS: 360W 3 -60tf--7 ^j CITY: R &Busy STATE: 11) ZIP: 9)S-0
EMAIL - 031 '�' W t s ' / (9 y ' ' a C2oS) 6s6 - e ?579
APPLICANT (If other than owner) A11&,Sc Al Mc D L (- E
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORMATION: ADDRESS 9 90 ''R k-w a y CITY: l t>a Nd r"A U,—'
STATE; fP->i ZIP 5,"031 EMAIL n18 AeC d DA • NEB FAX 5722 - 6 I8S
PHONE #: Home ( )
Work Qo8) ff2a. 7 0)7q Cell ( )
CONTRACTOR J f S CcWV V-0CT
MAILING ADDRESS: `73el AL R0+ 3 ' 6.tsr CITY Fa68 STATE do ZIP 83442
PHONE: Home# Work4 ' 9,69 tell#
EMAIL Co^rs ID1 .AtE1' FAX (2 759 - 00c -
Wnw manv hiiiiriinae arP lnnatafi nn thie rrnr,Prfv9 f - )AI
Did you recently purchase this property? No Yes (If yes give own _ _ ■.� .
Is this a lot split? 1 `"`7 YES (Please bring copy of new legal des�fbl�tifl�Y) )_
PROPOSED USE:
Completion Date: v
Ca.�antir✓Iz -u.aL_ _ --�
(i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Cora,..... __
LOCAL STATE
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZA . R %5er penalty of pgy WM*!i ify that I
have rend this application and state that the iaforme<ion herein is corker and I swear that any information which m �e 'b4 §W"%l lb %p 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; Ibe building official may revoke a permit on approval issued under the provisions of the 2000 International Code W cases of any false stakmeat or
misrepresentation of.fact in the application or on the plans on which the permit or approval was based Permit void ifnot started within 180 days. Permit void if work
stops for 180 days.
Signature of Owner /Applicant DATE
Do you prefer to be contacted by fax, email or phone? Circle One
WARNING — BUn DING PERMIT MUSS' BE POSTED ON CONSTR s" L 3 1 2007
Plan fees are non - refundable and are paid in fall at the time of application b g ary 1 2005.
City of Rexburg's Acceptance of the plan review fee does not constitute Ian a
CITY OF REXBURG
J u 1, 30. 20U 9:425 No. 3757 P 2
IV#dy, J I. JV J y ; J I 11V, V145 4
CITY10
�R.EXBURG MEhMilil
AMMICAS FAMLY COPAMLIM" 1 E Win (PO Box 280) "01W. 20640041M)MI
ROOM. MAO 43440 Fax 209%MO-3024
Enigma m&MOMMM-08
Affidavit of Legal Interest
State of Idaho
County of Madison
14 )�a,-�� c\ - T . 9 3�Q 0 W 3�0 0 A.)
142me Addrm
city
Being first duly sworn upon oath, dWse and say:
,- �'p
ftft'
(if Appficaut is abo Owner of Record, sW to B)
A. Tbat I wn the 0 V er of the property described on the atwJwd, and I amat my
pewdasion to -ecJ 0 To
NOW Addnm :r 0 -3,
to Submit the accompanying application pertaining to thatproperty. ?b
B. I agme to indemnify, defend and hold Rexburg City and its employees hatmiess from any
claim or liability raWftg from any dispute as to the smements canained. herin or as to
the ownenhip of theproparty Wbich is &c subject of the application,
Dated this day of (10 20 T7
�'J
Subscribed and sworn to bcforc me the day and year fuV abova written.
�30 1,
Notai C if rfto
V0 R
Residing at:,
OOT
commission expires:
0
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May. 31. 2005 9:32AM No. 0745 P. 5
* *Building permit Fees are•at time of application ** **Building Permits aTo d if you check does not clear'"*
'lease complete the entire Application!
If the question does not apply fill in NA for non applicable
NAME DAyIP - rNo --,e
PROPERTY ADDRESS X07 W isf n/ Permit#
SUBDIVISION
Dwelling Units: A-66iir69 Ovld/ Parcel Acres: J. I A X6S
SETBACKS
FRONT P? `-
SIDE 7' a SIDE �'- '+ BACK �Qo?
Remodeling Your Building/Home (need Estimate) $
SURFACE SQUARE FOOTAGE; (Shall include the exterior wall measurements of the building)
First Floor Area Unfinished Basement area
Second floor/loft area Finished basement area
Third floor/loft area Garage area
Shed or Barn Carport/Deck (30" above grade)Area
Water Meter Count:
Water Meter Size:
Required!!!
PLUMBING
Plumbing Contractor's Name: nlo rick-eV ler Business Name:
Address
Contact Phone: (
City
State
Zip
Business Phone: ( )
Email Fax
FIXTURE COUNT including rouehed fixtures)
_I Clothes Washing Machine
---y— Dishwasher
Floor Drain
_ Garbage Disposal
Hot Tub /Spa
3 Sinks
(Lavatories, kitchens, bar, mop)
Plumbing Estimate S
(Commercial Only)
Requited! Signature of Licensed Contractor
T he C ity of Rexburg's
Sprinklers
Tub /Showers
Toilet/Urinal
Water Heater
Water Softener
License number Date
sch edule is the same as required by the State ofldaho
n
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CIN of Rexburg 4
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PROPER ?, A� RES3 ___
Permit*
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MLakenical Coomw tor s 'Name: MCM Vyfte;
MA zip
)" Cell Phone; ( =LL _ „ usiness Pbvnc: ( ' f .
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Mecltatile 1 Esthnaee 5 �, omtn
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17XT[lR0 A APPUcYCES CO U1VT (Sing! arrrI& Dwelling Only)
_ Fittrneae _.•._ -__ Exhaust or V ev Duets
_.._Finac-WA Combo j Dryer
Vents
HeV Pump f _ Mange Hood r►tta
Air Conditioner r took Stov
( Evaporative Cooler Bath Far V
1 ! Z9
Unit Heater other %ind1v vents & duca:
�. s ce xater j'
Noorxtive a -fi d a `
..._ -..._ SA' � ap pliance
*laerstor Syste'en ! -
E Pgol Hturtrr r: '�':
,, ' I Fyel Oss,Pipe Outlets including at a ud ets [RAM
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catch AU do early) Gay Oil C oat lore Eleatic HyQronic
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19EMadn JaneNlh ®�exbwp.orp
Rexbugp, AD 8,9440 www.Mbwp.ov
INC 5222805
Departmen*
CHy of Rexburg
Ph&w. 208.359=0 X46
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Foss 20®.839.9024 A •
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C 17 Y o f
RMURG
Ani ilal Awl4p Comm anly
O 'S NAME Permit #07 OD343
SUBDIVISION C HC?mMead Assisted Living
PHASE Lar BLOC 407 W I st N
Requrimdll1 .E RICAaG
Electrical Contmaor's Name
r1 t�ia _l _ Sta .2/. 4"
WWI
AM
Fetch cal Setimate (oat o(widag & laboo $ o OMMERCIAL/MULTI- FAMILY ONLY)
T THS OFJNSTALLA77ON
(New RaddkoWAcabdo evaTdft vaaaatbwd, A*b e t nddwd l se wbm wd asRr wbod~ at d w *am dw)
Number of meters being masts W
Up to 200 wmpp Service*
q- 20] to 400 " Service*
(3m 400 amp Service*
R=tns uklumiftl (# of Rnz& C3waml�
Tempoamq Camseruedon Service, 200 amp ar leea, one locwtLOa (for a pesaod not to acecad 1 yeah
Spa, Hot Tub S witnuix g Pool
Electric Central Symus Huang and /or Cool* (vbw m part of a new teddentW consdaWw pen dt
end no eddldand vhhw
Modular, or Mobile Home
Odw InstMatlone: Wukig not specifically eovema by any of the above
Cost of Witing & Labor: $ 1 I&D I - l - Q6 r Q
k P=pss (DWINtic Water Ir *d0n. Sewage)
-� iterNtdlntaPer.'t�°'i°°s (af aaetdaag,wngy
TewpotW AmusementAndustq
*tnchMas a nmax m bn of 8 kapeckay. w4l hwpeesloal d*Tpd st rcelasatod inopeedoa tree of W pas bony.
G /D 52 "7 &YL6
ed Contr.atar Ikmee ammber Date
TM Cieir e¢'R.xJa�'ryanet�nr 1�aabwlr as de � er ngavxoal h 46r SAae<i of talao�
6
A POF
R.EXBURG
AMERICAS FAMILY COMMUNITY 19 E. Main St.
Rexburg, Idaho 83440
www.rexburg.org
Phone: 208 - 359 -3020 x326
Fax: 208-359-3024
cdd @rexburg.org
APPLICATION: "CONSTRUCTION PERMIT"
CONSTRUCTION PERMIT #: 0
PERMIT APPROVED / NO $50.00 FEE PAID: ' 0
APPROVED BY:
- APPLICANT INFORMATION:
BUSINESS NAME: jS rlizv lr—)�-S o '�;Va D
OFFICE ADDRESS: 2_(,D l Po/1 F lv r� ftrA i�320I
City We Zip
OFFICE PHONE NUMBER: ) ,1�
CONTACT PERSON: CELL PHONE # ( 20t ) ;w - i
- LOCATION OF WORK TO BE DONE:
STREET ADDRESS WHERE WORK WILL BE DONE: /la - 7 AJ 2cx (31i1( L(j-
BUSINESS NAME WHERE WORK WILL BE DONE: d OME(yFf4p As i sag LIy I l.-
DATES FOR WORK TO BE DONE: TO
CONTACT PERSON: J 6ss-1 ROCK
PHONE NUMBER: ( y P- ' 2. 1 _ � � 4/ CELL # ( ) juvj
PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR:
AUTOMATIC FIRE - EXTINGUISHING SYSTEMS
❑ COMPRESSED GASES
❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT
❑ FIRE PUMPS AND RELATED EQUIPMENT .PERMANENT DOCUMENT
❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS )rigination Date: 2'
❑ HAZARDOUS MATERIALS
INDUSTRIAL OVENS �omplttion Date: t ` "1
❑ LP -GAS
❑ PRIVATE FIRE HYDRANTS
0 AL STATE
RAGE ❑ ARCHIVES
City of Rexburg Records Management-
TENTS, AND
ES
0
DA
Immommommemom
❑ SPRAYING OR DIPPING
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LAN VIEW - Ho) #1 - 6 0,0 0 1 nNr 4224 D -2
PERMANENT DOCUMENT
Origination Date: I I 1 @1
Completion Date:
DO NOT DESTROY
LOCAL Q STATE
STORAGE ARCHIVES
-City of Rexburg Records Management-
�NS�BUF
(/-tow S 3
®I
JOB Homestead Asslsted Living
LOCATION Rexburg, ID 9W 7 W J s
DATE 11/27/2007 JOB j 646860
DWG ,f 1 DRAWN BY RWS
REV. 1.00 SCALE 8.5` x 11'
MIuGr^ 2q" ,f,Iu,
May. 31. 2005 9; 32AM • , No. 0745 P. 7
APPLICATION: "CONSTRUCTION PERMIT"
CONSTRUCTION PERART #:
PERMIT APPROVED: YES/ NO
$50.00 FEE PAID: YES/NO
APPROVED BY:
- APPLICANT INFORMATION:
BUSINESS NAME All& -L '0 1 Lz1 S Assex- r &
OFFICE ADDRESS: 9 J001 sbQAMs PAak KIA l
City lop k tr5a us State f PA P k7 ZIP B�'�a3
OFFICE PHONE NUMBER: ( cc's ) s ate- 877 7
CONTACT PERSON: sccr7� Afi& -sow./ CELL PHONE # (—_
- LOCATION OF WORK TO BE DONE:
STREET ADDRESS WHERE WORK WILL BE DONE: 407 v/ ® sr Al
BUSINESS NAME WHERE WORK WILL BE DONE: rloMesfz -Ay A - ssii�y cr vi•✓
DATES FOR WORK TO BE DONE: TO
CONTACT PERSON: tonILY i 1 45 -.5-e- a55
PHONE NUMBER: ( 2 -8 a2- 9?779' CELL # ;z ) 5539- d - 7 76
PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR:
❑AUTOMATIC FIRE - EXTINGUISHING SYSTEMS
VCOMPRESSED GASES
CV ALARM AND DETECTION SYSTEMS AND
RELATED EQUIPMENT
❑ FIRE PUMPS AND RELATED EQUIPMENT
'ERMANENT DOCUMENT
❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS
Ortgtnatton Date:
❑ HAZARDOUS MATERIALS
Completion Date: _Lll / x 1
❑ INDUSTRIAL OVENS
❑ LP -GAS
❑ PRIVATE FIRE HYDRANTS
LOCAL STATE ^�
. STORAGE ❑ ARCHIVES
El SPRAYING OR DIPPING
-C ity of Rexburg Records Management-
❑ STANDPIPE SYSTEMS
❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES
APPLICANTS SIGNATURE DATE
n
May. 31. 2005 9:32AM • No. 0145 P. 8
SUBCONTRACTOR LIST
Excavation & Earthwork: YVIA
Concrete:
Masonry:
,t/ /�►
Roofing:
Insulation: –
Drywall:
CIA
Painting:
&1A
Floor
Coverings:
Plumbing:
&V
Electrical: W-/
Special Construction
(Manufacturer or Supplier)
Roof Trusses: VIA
Floor /Ceiling Joists: __ /A
Siding/Exterior Trim: — 6.-Z/ — ,4
Other: A1 /,d
I 'f H ELEC T16 I G
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5 140 Redonda Cir.
Idaho ally, Id. 834o6
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54te of Idaho C ont ra ct s Iic ense Num6en C. i O52?
State of Idaho Fu6lic Wo ks Liccns Num6cr-
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November 1, 2007
Stacy K Smith Electric
Electrical Contractor
5140 E Redonda
Idaho Falls ID 83406
Subject: Homestead Assisted Living Center
Dear Stacy;
CITY OF
REX
America's Family Community
0
According to Shara at J &S Construction, plumbing, electrical and mechanical fees will be
paid by each contractor. Enclosed is an invoice for the fees that need still need to be
collected for this project. You will notice plumbing and mechanical fees are also due;
however, you are only responsible for the electrical portion.
Payment is required prior to inspection. It can be mailed or dropped by our office at 19
East Main. We will also accept a credit card over the phone. If you have any questions,
please contact me.
Sincerely,
Ja ell Hansen
Building Safety Coordinator
JaNell Hansen Building Safety Coordinator 19E. Main Rexburg, ID 83440 P. O. Bax 280
Phone (208) 359.3020 ext.326 Fax (208) 359.3024
janellb@rexburg.og — ,vxburg
V
• •
OR xs Cg
r CITY OF
° REX
``'xNEO Americas Fam7fy Cvnm:unsfy
June 23, 2008
To File: 07 00343
Final inspections for the Homestead Assisted Living Center Addition
Final inspections have been completed for this project. The following items are those
that are outstanding and should be addressed in order to consider the project completed:
1) Trash dumpster needs to be screened.
2) Landscaping needs to be completed.
3) Lighting needs to be installed.
4) Landscaping between the building and parking lot-and the canal needs to be - -
addressed. This area was not built as proposed and needs to be worked out.
5) AFCI protection is needed for the lights in the dwellings.
A tem por ary certificate of occupancy will be issued that is valid until July 23, 2008 in
order for the development to resolve the above stated issues.
PERMANE NT_DOCUMEN
Origination Date: V I �'Ic
Completion Date: l � I cf
DO NOT DESTROY
fYSTORAGE LOCAL a STATE
ARCHIVES
-City of Rexburg Records Management-
Gary Leikness Planning and Zoning Administrator 19E. Main Rexburg, ID 83440 P O. Box 280
Phone (208) 359.3020 ext.314 Fax (208) 339.3024
garyl @re%-burgorg unvw.rzxburg.org
�J
6 0033
Plan Checklist for the 2003 International Building Code
Name of Project:
;) Z /a//vG 7L
USE AND OCCUPANCY
`S 2
1. Classification as per Sections 302.1 & 303 thru 312
2. Incidental use areas see Table 302.1.1
3. Identify if mixed occupancy exists. Yes or No If no then skip #3 below.
Accessory Space (10% or under)
Nonseperated Mixed Occupancy as per Section 302.3.1 /
Separated Mixed Occupancy as per Table 302.3.2 Identify on plans Fire Barrier Walls and/or
Horizontal Assemblies including the rating 4
3. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants
as per Section 303.1.1 o
4. Covered Malls, see Sec ion 402. Atriums see Section 404. Underground Buildings see Section 405.
Motor Vehicle Occupancies, see Section 406. I -2 Occupancies see Section 407. I -3 Occupancies
see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see
section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see
Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H-
Occupancies see Section 415. Application of Flammab a Finishes see Section 416. Drying Rooms
see Section 417. Organic Coatings see Section 418.
HEIGHT AND AREA
1. Area, First Floor 11 e0 7 , Second Floor 62� 0 , Third Floor
2. Area meets requirements as per Table 503. (Basements need not be included as per Section
503.1.1) Yes Nox-
3. Height meets requirements as per Table 503. Yes No
4. Buildings on same Lot? es No� If no then skip #5 below.
5. Regulated as Separate or Regulated as one Building as per Section 503.13
6. Height modified as per Section 504. Yeses No If yes , sprinklers are required.
7. Area modified as per Section 506. Yes No If yes use the area provided below to
calculate increase.
2 1 W 4ERMANENT DOCUMENT
5 e b AA t e1.&X- `,
Origination Date:
O L Completion Date: �° �
/ DO NOT DESTROY
LOCAL STATE
STORAGE ❑ ARCHIVES
-City of Rexburg Records Management-
Total Area Allowed after Increase DO o Area Shown on Plans
Zero Lot Line Buildings see S tion 705. For Mezzanines see Section 505. Unlimited Area
Buildings see Section 507
• •
TYPES OF CONSTRUCTION AND FIRE RESISTANCE.
1. Identify the Type of Construction as per Section 602 1/25
2. Check allowable material for Type I and 11 buildings as per Section 603
3. Table 601 - Identify Building Element Ratings -A
4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls >C
5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section
704.8. 1) ►.
6. Projections meet requirements of Section 704.2 .�
7. Check for window vertical exposure from roof below as per Section 704.10
8. Check that Parapets are not required as per Section 704.11 '*
9. Are Firewalls used or required? Yes No- If no, skip #10 below.
10. Check Firewalls for Structural Stability Fire Resistance Rating as per Table 705.4
Made of No o u le Materials(except Type V) Horizontal Continuity Vertical
Continu' ection to Exterior Walls as per Section 705.5.1 Extend to
Horizo t 1 ro ec lements as per Section 705.5.2 Openings (no windows) as per
Secti n 5. heck that Penetrations meet requirements of Section 712 Ducts and
Air ransfe Openings in Firewall meet requirements of Section 705.11.
11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes ✓Y No If no skip
# 12 below.
12. Check Fire Barriers for structural stability as per Section 706.4 Openings limited to 25%
of wall. Maximum opening size of 120 sq. ft. (unless sprink ered) Vheck that
Penetrations meet the requirements of Section 712. Ducts and Air Transfer Openings meet
the requirements of Section 712 and 716._
13. Are Shaft Enclosures used or required? Yes NoA_ If no then skip #14 below.
14. Shaft Enclosures meet the requirements of Section 707.
15. Are Fire Partitions used or required? Yes Nom If no then skip #16 below.
16. Check Fire Partitions OctionI Stability and Continuity as per Section 708.4. Dwelling
units that are sprinkle 1 /2 hr. separations versus 1 hr. Check that
Penetrations meet the Section 712. Ducts and Air Transfer Openings meet
the requirements of S d 716.
17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1.
18. All Penetrations n Fire Resistive Walls and Horizontal Assemblies meet the requirements of
Section 712. m
19. Fire Resistive Jot Systems meet the requirements of Section 713. -, L
20. Doors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.3.
21. Fire Doors are Self Closing. /6��
22. Fire Windows or Glazing conform to Section 715.4 and able 715.4.
23. Fire and Smoke Dampers conform with Section 716.=
24. Fire Blocking and Draft Stopping is provided as per Section 717 (Draft Stopping is not
required at partition line in dwelling units with combined space of less than 3000 Sq. Ft and not
required if in sprinklered building with sprinklered concealed spaces)
25. Wall and Ceiling Finishes meet the requirements of Table 803.5 and Section 803.
26. Floor Finish meets requirements of Section 804.'d_
• •
FIRE PROTECTION SYSTEM
1. Is a Fir Protection System required for this building in order to meet area, height etc. requirements?
Yes No If no skip #2 below.
2. List he type of system that is required h ff.4 13
Other requirements requiring Fire Protection y ms (check if needed):
N Group A (As per Section 903.2.1)
Group E (As per Section 903.2.2)
Group F -1 (Asper Section 903.2.3)
Group H (As per Section 903.2.4)
Group I (As per Section 903.2.5)
Group M (As per Section 903.2.6)
Group R (As per Section 903.2.7)
Group S -1 (As per Section 903.2.8)
Group S -2 (As per Section 903.2.9)
All Buildings except R -3 and U (As per Section 903.2.10)
Ducts conveying Hazardous Exhausts (As per Section 903.2.12.1)
Commercial Cooking Oper ions (As per Section 903.2.12.2)x/
As per Table 903.2.13
4. If Sprinklers needed as id ntified in #3 list type of system required.
5. If Sprinkler5 required by any of the above, Are Monitors and Alarms provided as per Section
903.4?
6. If an Alternative Automatic Fire Extinguishing System is identified, does I meet the requirements of
Section 904?
7. Are Fire Alarms r quired as per Sections 907 or 908? Yes B � if no then skip #8
below.
8. Do Alarms meet a requirements listed in Sections 907 or 908?
9. Is smoke control quired?(as per Sections 402, 404, 405 or 410) Yes No If yes, see
Sections 909.
10. H Occupancies ay require smoke and heat vents as per Sections 415.6 and 410.
MEANS OF EGRESS
1. Minimum height of 7'as per Section 1003.2. K
2. Any protruding objects meet the requirements of Section 1003.3.
3. The occupant load shown on plans.-Z"
4. The occupant load as per calculated by Table 1004.1.2. 20�
5. Occupant load posted in every assembly occupancy as per Section 1004 . 3 .,A"490
6. Egress width is identified on plans.
7. Egress width meets requirements as calculated per Table 1005.1. k
8. Multiple means of egress sized so that the loss of any one means of egress shall not reduce the
available egress capacity to less than 50% of total required. " X -
9. Door encroachment does not reduce the required egress width to less than 50% required. 10. Means of egress is illuminated as per Section 1006. x
11. Illumination emergency power is shown for means f gress as per Section 1006.3._
12. An enclosed exit stairway is shown. Yes} -Noif no, skip #13, #14 and #15 below.
13. Enclosed stairway has an area of refuge(as per Section 1007.6)
14. Area of refuge has 2 -way co unications, instructions and is identified as per Sections 1007.6.3,
1007.6.4 and 1007.6.5.
LL—
• •
15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1.
16. Doors swing in the direction of travel where serving 50 or more persons or in a H occupancy._
17. Specialty doors meet the requirements of 1008.1.3.A#!�i
18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. )'
19. Thresholds are identified as a maximum of 1 /2" high, for swing doors and V for sliding doors as per
Section 1008.1.6._
20. Space between two doors is less than 48 "(except R2 &R3 non Type A units)
21. Locks and latches meet requirements of 1008.1.8.-Aml
22. Panic hardware is shown at required locations (Section 1008.1.9)._O�
23. Does a stairway exist. Yes No If no, skip #24 thru #28.
24. Stairway doors do not open over stairs.
25. Stairways are a minimum of 44" wide(except where occupant load is 50 or less or as per Section
1009.1). )Q
26. Maximum riser is 7 inches and minimum tread is 11 inches. )0
27. A landing is provided at the top and bottom of each stairway. 's
28. Maximum vertical rise without a landing is 12'. )o
29. Handrails are identified that meet the requirements of Section 1009.1 l.-
30. Handrails return to wall, etc. or are continuous to next stair handrails V
31. Elevation change of over 1/20 is designed as a ramp as per Section 1010/
32. Exit signs are identified when over 2 doors are required for exiting._
33. Exit signs are spaced no more than 100' apart or to the door. X
34.42" guardrails are shown whenever a walking surface is over 30" above grade.
35. Any roof mechanical equipment within 10' from edge has a guardrail shown.
36. Egress does not pass through intervening spaces unless the space is accessory io the area served and
the intervening space is not hazardous.
37. If multiple tenant spaces exist, egress from any one does not pass through another.
38. Length of common egress travel does not surpass requirements as per Section 1013.3.
39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2.
40. Spaces with one means of eg meet the following maximum occupancy loads:
a. Occupancy B, ,M & U - 50 occ.
b. Occupancy - -2 PH-3 - 3 occ.
C. Occupan 4, - , 3, I -4, & R -10 occ.
d. Occup y S - 0 cc.
41. Where two or more exits are required, they are a minimum of %2 the diagonal distance of the space
served apart or where the space is served by an automatic sprinkler system, the distance is 1/
42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided.,
43. Refrigeration machinery rooms and refrigerated rooms er 1000 sq. ft. have two exits.
44. Stage means of egress comply with Section 1014.6.wi�'
45. Exit Access travel distance meets requirements of Table 1015.1. X
46. Exterior exit alconies constructed in accordance with Section 1015.3 have 100' added to their travel
distance. OA
47. Corridors are rated as per Table 1016. Lie
48. Corridor widths meet requirements of Section 1016.2._
49. Corridor dead ends are less tan 20' or 50' for sprinklered occupancies B and F.
50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft.
51. The minimum number of exits for occupant load meets the following:
1 -500 requires 2 exits
501 -1000 requires 3 exits
More than 1000 requires 4 exits
• •
52. Buildings with one exit meet the requirements of Section and Table 1018.2. - 44
53. Interior stairwells required as a means of egress meet the requirements of Section 1019. - -4 /
54. Space under stairs is identified as 1 -hour rated. 0/e 0%#C Aqy
55. Exterior ramps or stairs are open on ne side and have a minimum of 35 sq. ft. of open space not less
than 42" above any floor level
56. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6.
57. Exterior balconies, stairways and ramps are over 10' from lot lines and other buildings on the tot.
58. Egress courts meet the requirements of Section 1023.5.
59. Assembly occupancies meet the requirements of Section 1024.
60. Window egress or better is provided in every sleeping room and any habitable basement.
61. Vestibule is provided as per Section 802.3.6 of the International Energy Conservation Code Al
ACCESSIBLITY
1. An accessible route connects all accessible buildings, accessible facilities, accessible elements,
accessible spaces and the public right -of- way(except as excepted by Section 1104). V
2. In addition to the required accessible entrances, 50% of all public entrances are accessible.
3. Accessible parking is provided as per Table 1106.1.
4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy.
5. Van spaces are provided.(one out of six and any portion) 1<
6. Accessible parking is provided on shortest route from accessible parking to the accessible
building entrance.
7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5._,
8. Group R -1 occupanc' he req uirements of Section 1107.6 and Table 1107.6.1.1.
9. Where 4 or more a its, one level town homes or condos are located in one structure,
all units are desig JVet
B units as per ICC /ANSI 117.1 unless on a upper level without
elevator service.
10. Where more than 20 apartment unit, one level town homes or condos are locate in a project, 2%
but not less than one are designed as Type A units as per ICC /ANSI 117.1
11. Wheelchair spaces (and companion seat as per Section 1108.2.5) are provided m Assembly
Occupancies as per Table 1108.2.2.1.
12. Assistive listening systems are provided in Assembly occupancies where audible
communications are integral to the use of the space.
13. Any Assembly occupancy performance area has an accessible route as per Section 1108.2.8.
14. Any dining area in an Assembly Occupancy is fully accessible._
15. Self service storage facilities shall provide accessible spaces as per Section 1108.3. ^
16. Toilet and bathing facilities are accessible(unless in a private office)as per Section 1109.2.
17. Unisex toilets and bathing rooms are supplied as per Section 1109.2.1 _
18. Where sinks are provided, 5 %, but not less than 1 is accessible._ )I
19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwelling)
20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8 _
INTERIOR ENVIROMENT AND ENERGY CONSERVATION
1. Attic ventilation exists that is 1 /150 of the floor space or 1/300 with vapor barrier. )4�
2. 50% of the attic ventilation is 3 ft. above eaves. V
3. Crawl space ventilation complies with Section 1203.3.
4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space.
• •
5. Interior spaces that do not have openings directly to outside meet requirements of Section
1203.4.1. /' j
6. Bathrooms containing bathtubs, showers or spas are mechanically vented.
7. Natural or Artificial light is provided that meets the requir ments of Section 1205.
8. Courts shall meet the requirements of Section 1206.3. I LIAL
9. Dwellings party walls and floors meet the requirements o Section 1207.
10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area._
11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. ft.d
12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ":
13. Attics and crawl spaces have access openings as per Section 1209.
14. An energy review has been submitted that meets the requirements of the International Energy
conservation code. AW O
EXTERIOR WALLS AND ROOFS
1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and
leakage has been provided. 29 _
2. Water resistant barrier shown on sheathing as per Chapter 14. "W
3. Masonry veneer is flashed at bottom and has weep holes as per Section 1405.321
4. Masonry veneer shall be mechanically attached as per Section 1405.5._
5. Stone Veneer is anchored as per Section 1405.6.
6. Sidings shall be applied as per Section 1405.
7. Fire separation distance for combustible veneers(siding) meet that of Table 1406.2.1.2. 0
8. Balconies that protrude shall meet the requirement of Table 601 for floors
9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407.
10. Roof coverings meet the requirements of Table 1505.1.
11. Double underlayment is provided in asphalt roofs with minimum slope of 2:12 up to and including a
4:12 slope.' _
12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is
provided from the roof edge to 24" inside of the inside of the exterior wall
13. Drip edge metal is provided along all roof edg
14. Metal roofs meet the requirements of Section 1507.4
15. Built -up roofs meet the requirements of Section 1507.10. -I za
16. Single Ply Plastic Roofing meet requirements of Section 1507.12 and 1507.11 ,
17. All other roofing types meet the requirements of Section 1507._44-
18. Buildings with roof drains have drains designed and sized as per UPC 1105.0.
STRUCTURAL DESIGN AND SPECIAL INSPECTIONS
1. Structural Use Group (as per Table 1604.5) _
2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live
loads, ground snow load, basic wind speed, wind exposure, seismic design category and site
class.
3. All except as described in #1 above shall include the following:
a. Floor live load including any reductions.
b. Roof live load as per Section 1607.11 X_
C. Roof Snow load, including the flat roof `snow load, the snow exposure factor, the snow
load importance factor and the thermal factor.x-
• •
d. Wind design data, including basic wind speed, wind importance factor with building
category, wind exposure, applicable internal pressure coefficient and the design wind
pressure used for the design of components and cladding.'
e. Earthquake design data including seismic importance factor, seismic use group, mapped
spectral response accelerations, site class, spectral response coefficients, seismic design
category, basic seismic - force - resisting systems, design base shear, seismic res onse
coefficients, response modification factors and the sis procedure used
4. Flood zone is identified(if in flood zone see Section 1603.1.6)1
5. Design of floor live loads in access of 50 lbs per sq. ft. also identify that signs must be posted as per
Section 1603.3.
6. Structural design calculations meeting the requirements of chapter 16 have been provided.
7. Architectural, mechanical and electrical components meet the seismic requirements of Section
1621.
8. Where special fabrication (usually steel) is performe off sight, the fabricator has provided a
certificate of compliance as per Section 1704.2.2
9. Special inspections are identified for welding.
10. Special inspections are identified for high strength bolting.
11. Special inspections are identified for concrete construction except as excluded by Section
1704.4.,W,eV
12. Special inspection are identified for masonry as per Section 1704.5.
13. Special inspections are identified for fills greater than 12" deep where a load is applied.
14. Special inspections are identified for all pier and pile foundations._IZo
15. Special inspections are identified for sprayed on fire resistance applications. - AM
16. Special inspections are identified for smoke control systems
17. Quality assurance plan for seismic resistance is provided (except for design light frame as per
chapter 2308 or reinforced masonry less than 25 feet high) V
18. Special inspections are provided for seismic force resisting systems._
19. Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or
III. '
20. Truss Details provided or noted to be provided prior to frame inspection. OAV
SOILS AND FOUNDATIONS
1. Allowable soil foundation bearing pressure (as per Table 1804.2). 1$'VO ri%o't &W#",,
2. A soil investigation is required per the requirements of Section 1802.2 where questionable soils
such as fill materials, organic soils, clays or questionable rock strata exist. Do any of these
conditions exist? Yes NoX If yes, are the necessary soil reports provided? Yes
3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for natural surfaces.
4. Information provided as per Section 1803.5 for any structural fill
5. Footings (except for 1 story category 1 buildings no bigger than 400 sq. ft.) are 36" below grade
for frost protection.
6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3.
7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is
identified and approved by the building official)._ 0 4w
8. Footings designed so that the allowable bearing capacity of the soil is not exceeded. Y
9. Foundation meets the requirements of Section 1805.5 (including tables 1805.5).
10. Except for Group R and U occupancies of light framed constructign of seismic design D and less
than 3 stories in hieght, concrete is a minimum of 3000 p.s.i..
11. Retaining walls are designed with a lateral sliding and overturning factor of safety of
12. Foundationge system or water - proofing (Section 1807.3) is provided where water table
warrants.
13. Damproofing shown under slabs as per Sectio 1807.2.1. �p
14. Damproofing shown for foundation walls+
15. Minimum of 4" of gravel is shown under all slabs.
16. Foundation dr in is installed (except in well- drained gravel areas) as per Section 1807.4.2 and
1807.4.3. /
17. Piles meet re irements of Section 1808, 1809, 1810 and 181
18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812.
CONCRETE and MASONRY
1. Construction documents show compressive strength of concrete, strength or grade of reinforcement
and the size and location of reinforcement._
2. Structures assigned to Seismic Design ategory D contain a statement identifying if slab -on -grade is
designed as a structural diaphragm.
3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the
requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2). ; V
4. Masonry construction documents identi size, grade, type and location of reinforcement, anchors
and wall ties as per Section 2101.3.-
5. Masonry fireplaces have minimum 12" thick footings that are 6" wider Oa nry. 6. Masonry fireplaces have seismic reinforcement and anchors as per S 7. Masonry fireplaces meet design requirements of Section 2111 and
8. Masonry chimneys shall meet requirements of Section 2113.
WOOD
1. Truss drawings identify requirements as per Section 2303.4.1.
2. Joist layout plans are provided. Engineered products have computer layout
3. Floor and roof sheathing meets requirements of Section 2304.7. X
4. Connections and fastening meet the requirements of Table 2304.9.1.
5. Fasteners in preservative treated wood are hot - dipped zinc coated galvanized steel, stainless steel,
silicon bronze or copper. IV
6. Wood framing members above foundations are 8" (min.) above soil
7. Diaphragms do not exceed the 4:1 ratio for all edges blocked and 3:1 for unblocked.
8. Shear wall aspect ratios meet the requirements of Table 2305.3.3.
9. Shear wall design meets requirements of Section 2305.3.
GLAZING
1. Glazing in pool, sauna, hot tub, steam room, bathtub or sho er enclosures (unless over 60" above
standing surface) is safety glazing as per Section 2406
2. Glazi within 24" of door (unless over 60" above standing surface) is safety glazing as per Section
2406.
3. Glazing greater than 9 sq. ft., bottom below 18 ", top above 36" and 36" from walking surface is
safety glazing as per Section 2406. ev
4. Glazing in guards and rails is safety glazing as per Section 2406.
5. Glazing next to stairways, landi gs and ramps (unless over 60" above standing surface) is safety
glazing as per Section 2406
0
MISC.
•
1. Number of plumbing fixtures shall meet the requirements of Table 2902.1.
2. Separate toilet facilities are provided for spaces with 16 or more employees, or combination of
employees and customers (except for mercantile occupancy with occupancy of 50 or less).
3. Public toilet facilities are provided as per Section 29 2.6.
4. Elevators meet the requirements of Chapter 30.
5. Pedestrian walkways meet the requirements of S ction 3104.
6. Awnings and canopies meet the requirements of Section 3105.W�L
7. Marquees meet the requirements of Section 3106.
8. Swimming pool enclosures and safety devices meet the requirements pf Section 3109.A
9. Protection for pedestrians meets the requirements of Section 3306
10. Existing structures meet the requirements of Chapter 344,_
1
HOMESTEAD
D CG3 j
ASSISTED LIVING CENTER
REXBURG, IDAHO
STRUCTURAL DESIGN CALCULATIONS
FOR THE NEW
HOMESTEAD ASSISTED LIVING CENTER
EXPANSION
Prepared For:
Nielson Bodily & Associates P.A.
Idaho Falls, Idaho
Designed by:
Mark D. Andrus, PE
Project #07229
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DESCRIPTION
TABLE OF CONTENTS
General Design Criteria
Design Load Calculations
Lateral Design (wind & seismic)
Roof Framing & Header Designs
Foundation Design
PAGE
1.1 Q -
2.1 -2.7
3.1 -3.8
4.1 -4.17
5.1 -5.15 L 3 2001
CITY OF REXBURG
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Telephone: (208) 523 -6918 E -mail: gs @gsengineers.net Fax: (208) 523 -6922
P
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Telephone: (208) 523 -6918
E -mail: gs @gsengineers.net
Fax: (208) 523 -6922
GENERAL DESIGN CRITERIA
Project:
Location:
Building Code:
Design Loads:
Roof:
Floor:
Soil:
Homestead Assisted Living Center (Project #07229)
Rexburg, Idaho
2003 International Building Code (IBC)
Snow Load (SL): 35 PSF (Importance factor = 1.1)
Dead Load (DL): 20 PSF
4" Concrete slab on grade
Allowable design soil pressure: 1500 PSF
Wind: 90 -mph 3- second gust
Exposure B
Importance factor: 1.0
Seismic: Ss = 60.6% g Sys = .531 g
S1 = 19.3% g SM = .261 g
Site class D
Design Category D
Importance factor 1.0
R = 6.5
20% snow weight included in seismic calculations
Sheet 1.1
CODE SUMMARY
Code: International Building Code 2003
Live Loads:
Roof
0 to 200 sf: 16 psf
200 to 600 sf: 19.2 - 0.016Area, but not less than 12 psf
20.0 psf
over 600 sf: 12 psf
Floor
50 psf
Stairs & Exitways
100 psf
Balcony
100 psf
Mechanical
N/A
Partitions
20 psf
Dead Loads:
Floor
slab on grade
Roof
20.0 psf
Roof Snow Loads:
Design Roof Snow load
=
31.8 psf
Flat Roof Snow Load
Pf =
35.0 psf
Snow Exposure Factor
Ce =
1.00
Importance Factor
I =
1.00
Thermal Factor
Ct =
1.00
Ground Snow Load
Pg =
50.0 psf
Rain on Snow Surcharge
=
0.0 psf
Sloped -roof Factor
Cs =
0.91
Wind Design Data:
G & S Structural Engineers JOB TITLE Homestead Asstisted Living Center
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401 JOB NO. 07229 SHEET NO.
CALCULATED BY M. Andrus DATE
CHECKED BY M. Andrus DATE
www.s
Basic Wind speed
Mean Roof Ht (h)
Building Category
Importance Factor
Exposure Category
Enclosure Classif.
Internal pressure Coef
Directionality (Kd)
Earthquake Design Data:
Seismic Use Group:
Importance Factor
Mapped spectral response
accelerations
Site Class
Spectral Response Coef.
Seismic Design Category
Basic Structural System
Seismic Resisting System
Design Base Shear
Seismic Response Coef.
Response Modification Factor
Analysis Procedure
90 mph
20.0 ft
11
1.00
B
Enclosed Building
+/ -0.18
0.85
= I
I = 1.00
Ss = 60.60 %g
S1 = 19.30 %g
D
Sds = 0.531
Shc = 0.261
D
= Bearing Wall Systems
= Light frame walls with shear panels - wood structural panels /sheet steel pane
V = 0.082W
Cs = 0.082
R = 6.5
= Equivalent Lateral -Force Analysis
2,I
1.
G & S Structural Engineers
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401
JOB TITLE Homestead Asstisted Living Center
JOB NO. 07229 SHEET NO.
CALCULATED BY M. Andrus DATE
CHECKED BY M. Andrus DATE
7/3/07
www.struware.com
II. Occupancy:
Occupancy Group =
III. Type of Construction:
Fire Rating:
Roof=
Floor =
Code Search
I. Code: International Building Code 2003
IV. Live Loads:
R Residential
0.0 hr
0.0 hr
Roof angle (0)
8.00/12 33.7 deg
Roof 0 to 200 sf:
16 psf
200 to 600 sf:
19.2 - 0.016Area, but not less than 12 psf
over 600 sf:
12 psf
Floor
50 psf
Stairs & Exitways
100 psf
Balcony
100 psf
Mechanical
N/A
Partitions
20 psf
V. Wind Loads : ASCE 7 - 02
Importance Factor
1.00
Basic Wind speed
90 mph
Directionality (Kd)
0.85
Mean Roof Ht (h)
20.0 ft
Parapet ht above grd
0.0 ft
Exposure Category
B
Enclosure Classif.
Enclosed Building
Internal pressure
+/ -0.18
Building length (L)
166.0 ft
Least width (B)
136.0 ft
Kh case 1
0.701
Kh case 2
0.624
Topographic Factor (Kzt)
Topography
Flat
Hill Height (H)
0.0 ft
H< 60ft;exp B
Half Hill Length (Lh)
0.0 ft
Kzt-
Actual H/Lh =
0.00
Use H/Lh =
0.00
Modified Lh =
0.0 ft
From top of crest: x=
0.0 ft
Bldg up /down wind?
downwind
H/Lh= 0.00
K 1 =
0.000
x/Lh = 0.00
K =
0.000
z/Lh = 0.00
K 3 =
1.000
At Mean Roof Ht:
Kzt = (1 +K ^2 =
1.000
V:'7
ESCARPMENT
V(M)
z ,
\+r:... ! f. H
LI .N
:::... .....:........+:..: :....:::.... ':'1.55
2D RIDGE or 3D AXIS'> MMETRIDAL HILL
G & S Structural Engineers
r * 1600 John Adams Pkwy., Suite 200
JOB TITLE Homestead Asstisted Living Center
Idaho Falls, ID 83401 JOB NO. U /222) SHEET NU.
CALCULATED BY M. Andrus DATE 7/3/07
CHECKED BY M. Andrus DATE
V. Wind Loads - MWFRS h 560' (Low -ris Buildings) Enclosed /partially enclosed oni
a j 3r _ Torsional loads are
c
2 2 kragatkre 25% of zones 1 - 4.
F 3 E 'S 6 See code for loading
diagram
r:.
'
b �'ti 5r7dIS7 r77�P1; Z:C'JLL7
PnPn=.- 1 T11.AR.
Transverse Direction Longitudinal Direction
Kz = Kh = 0.70 (case 1) Edge Strip (a) 8.0 ft
Base pressure (qh) = 12.3 psf End Zone (2a) 16.0 ft
GCpi = +/ -0.18 Zone 2 length = 50.0 ft
Wind Snrfacenressnres (nsfl
1
Transverse Direction
Longitudinal Direction
Roof
2
Perpendicular 8 = 33.7 deg
Parallel 0 = Odeg
Roof
Surface
GCpf
w / -GCpi
w / +GCpi
GCpf
w / -GCpi
w / +GCpi
1
0.56
0.74
0.38
0.40
0.58
0.22
2
0.21
0.39
0.03
-0.69
-0.51
-0.87
3
-0.43
-0.25
-0.61
-0.37
-0.19
-0.55
4
-0.37
-0.19
-0.55
-0.29
-0.11
-0.47
5
-0.45
-0.27
-0.63
-0.45
-0.27
-0.63
6
-0.45
-0.27
-0.63
-0.45
-0.27
-0.63
lE
0.69
0.87
0.51
0.61
0.79
0.43
2E
0.27
0.45
0.09
-1.07
-0.89
-1.25
3E
-0.53
-0.35
-0.71
-0.53
-0.35
-0.71
4E
-0.48
-0.30
-0.66
-0.43
-0.25
-0.61
Wind Snrfacenressnres (nsfl
1
9.1 4.7
7.2 2.7
Roof
2
4.8 0.4
-6.3 -10.7
Roof
3
-3.1 -7.5
-2.3 -6.8
8.5 psf
4
-2.3 -6.8
-1.4 -5.8
5
-3.3 -7.8
-3.3 -7.8
6
-3.3 -7.8
-3.3 -7.8
lE
10.7 6.3
9.8 5.3
2E
5.6 1.1
-11.0 -15.4
3E
-4.3 -8.8
-4.3 -8.8
4E
-3.7 -8.1
-3.1 -7.5
Windward roof overhangs: 8.4 psf (upward) add to windward
roof pressure
Parapet
Windward parapet: 0.0 psf (GCpn = +1.8)
Leeward parapet: 0.0 psf (GCpn = -1.1)
Horizontal MWFRS Simple Diaphragm Pressures (Ps
Transverse direction (normal to L)
Interior Zone: Wall
11.5 psf
Roof
7.9 psf
End Zone: Wall
14.4 psf
Roof
9.9 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall
8.5 psf
End Zone: Wall
12.8 psf
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G & S Structural Engineers
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401
JOB TITLE Homestead Asstisted Living Center
JOB NO. U %2
CALCULATED BY M. Andrus
CHECKED BY M. Andrus
SHEET NO.
DATE
DATE
V Wind Loads Components & Cladding: Buildings h_60' & Alternate de 60' <h <90'
Kz = Kh (case 1) = 0.70 GCpi = +/ -0.18 NOTE: If tributary area is greater than
Base pressure (qh) = 12.3 psf a = 8.0 ft 700sf, MWFRS pressure may be used.
Minimum parapet height at building perimeter = 0.0 ft
Roof Angle= 33.7deg
Type of roof =Gable
Roof
Ares
Negative Zone
Negative Zone
Negative Zone
Positive All Zon(
Overhang Zone
Overhang Zone
Walls
Aru
Negative Zone
Negative Zone
Positive Zone 4 &
Para et
GC +/- GC pi
Surface Pressure (psf)
User input
10 sf
50 sf
100 sf
10 sf
50 sf
100 sf
20 sf
70 sf
-1.18
-1.04
-0.98
-14.6 psf
-12.8 psf
-12.1 psf
-13.8 psf
-12.5 ps
-1.38
-1.24
-1.18
-17.0 psf
-15.3 psf
-14.6 psf
-16.3 psf
-15.0 psf
-1.38
-1.24
-1.18
-17.0 psf
-15.3 psf
-14.6 psf
-16.3 psf
-15.0 psf
1.08
1.01
0.98
13.3 psf
12.5 psf
12.1 psf
13.0 psf
12.3 psf
-2.00
-1.86
-1.80
-24.7 psf
-23.0 ps
-22.2 psi
-24.0 psf
-22.6 psf
-2.00
1 -1.86
1 -1.80 11
-24.7 ps
-23.0 ps
-22.2 psi
-24.0 psf
-22.6 ps
GC +/- GC pi
Surface Pressure sf)
User input
10 sf
100 sf
500 sf
10 sf
100 sf
500 sf
50 sf
200 sf
-1.28
-1.10
-0.98
-15.8 psf
-13.6 psf
-12.1 psf
-14.3 psf
-13.0 ps
-1.58
-1.23
-0.98
-19.5 psf
-15.1 psf
-12.1 psf
-16.5 psf
-13.8 psf
1.18
1.00
0.88
14.6 psf
12.4 psf
10.9 psf
13.0 psf
11.7 ps
qp = 0.0 psf
CASE A = pressure towards building
CASE B = pressure away from building
Solid Parapet Pressure
10 sf
100 sf
500 sf
CASE A: Interior zone
0.0 psf
0.0 psf
0.0 ps
Corner zone:
0.0 Psf
0.0 ps
0.0 ps
CASE B : Interior zone
0.0 psf
0.0 psf
0.0 psf
Corner zone:
1 0.0 psf
0.0 psf
0.0 ps
Rooftop Structures & Equipmen
Dist from mean roof height to centroid of Af = 0.0 ft
Height of equipment (he) = 0.0 ft
Cross - Section Square
Directionality (Kd) 0.90
Width (D) 0.0 ft
Type of Surface N/A
Square (wind along diagona
Cf = 4DIV /0!
Af = 10.0 sf
Adjustment Factor (Adj) = 1.90
F = qz G Cf Af Adj= #DIV /0! Af
F = #DIV /0! lbs
Gust Effect Factor (G) = 0.85
Base pressure (qz) = 14.5 Kd psf
h/D = #DIV /0!
Square (win(
C f =
Af =
Adjustment Factor (Adj )
F = q G C A Adj=
F =
i normal to face
#DIV /0!
10.0 sf
1.900
#DN /0! Af
_ #DIV /0! lbs
G & S Structural Engineers
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401
JOB TITLE Homestead Asstisted Living Center
JOB NO. 07229 SHEET NO.
CALCULATED BY M. Andrus DATE
CHECKED BY M. Andrus DATE
Location of Wind Pressure Zones
Za
'22
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Monoslope roofs 10° < 6 !E30°
�•. {�r�ti ilk /� ✓,'•:
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0 > 7 degrees
'
0 > 7 degrees
,, ,
��� I �S,
4
I
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I
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Monoslope roofs
0
<_ 7 degrees and
Monoslope
<_3 degrees
3° < 05 10'
'22
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Monoslope roofs 10° < 6 !E30°
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'
0 > 7 degrees
G & S Structural Engineers JOB TITLE Homestead Asstisted Living Center
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401 JOB NO. 07229 SHEET NO.
CALCULATED BY M. Andrus DATE 7/3/07
CHECKED BY M. Andrus DATE
A. Seismic Loads: IBC 200
Seismic Use Group: I
Importance Factor (1): 1.00
Site Class: D
Ss (0.2 sec) = 60.60 %g
S1 (1.0 sec) = 19.30 %g
Fa= 1.315
Fv = 2.028
hftp:/egint.cr.usps.gov/eg-men/html/lookup-2002-interp-06.ht I
Sms = 0.797 Sds = 0.531 Design Category = D
Sml = 0.391 Shc = 0.261 Design Category = D
Seismic Design Category = D
Number of Stories: 1
Structure Type: Light Frame
Plan Structural Irregularities: 2) Reentrant Corners
Vertical Structural Irregularities:No vertical Irregularity
Flexible Diaphragms: Yes
Building System: Bearing Wall Systems
Seismic resisting system: Light frame walls with shear panels - wood structural panels /sheet steel panels
System Building Height Limit: 65 ft
Actual Building Height (hn) =20.0 ft
See ASCE7 Section 9.5.2.2.4 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS IBC2003
Simplified Analysis
Response Modification Factor (R) = 6.5 6.5
System Over - Strength Factor (Do) = 2.5 2.5
Deflection Amplification Factor (Cd) = 4 4
Sds = 0.531
Shc = 0.261
Code Reference Section for Detailing :2306.4.1 / 2211
Seismic Load Effect (E) = p QE +/- 0.2S D = p Q +/- 0.106D
Special Seismic Load Effect (Em) = Do Q +/- 0.2S D = 2.5 Q +/- 0.106D
PERMITTED ANALYTICAL PROCEDURES
Index Force Analysis (Seismic Category A only)
Simplified Analysis - Permitted
Design Base Shear V= 1.2SdsW /R =
0.098W
Equivalent Lateral -Force Analysis
Permitted
Building period coef. (C =
0.020
Approx fundamental period (Ta) =
CThnx =
User calculated fundamental period (T) _
Seismic response coef. (Cs) = SdsI /R =
need not exceed Cs = Shc I/RT =
but not less than Cs = 0.044SdsI =
USE Cs =
Model, Linear & Nonlinear Response Analysis
ALLOWABLE STORY DRIFT
Method Not Permitted
See IBC Sect 1620.4.1
p = redundancy coefficient
Q = horizontal seismic force
D = dead load
Cu = 1.44
0.189 sec x= 0.75 Tmax = CuTa = 0.272
0 sec Use T = 0.189
0.082
0.212
0.023
0.082
Design Base Shear V = 0.082W
- Permitted (see code for procedure)
Structure Type: All other structures
Allowable story drift = 0.020hsx where hsx is the story height below level x
G & S Structural Engineers
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401
JOB TITLE Homestead Asstisted Living Center
JOB N O. 07229
CALCULATED BY M. Andrus
CHECKED BY M. Andrus
SHEET NO.
DATE 7/3/07
DATE
VII. Snow Loads:
Roof slope =
33.7 deg
Horiz. eave to ridge dist (W) =
68.0 ft
Roof length parallel to ridge (L) =
166.0 ft
Type of Roof
Hip or gable
Ground Snow Load Pg =
50.0 psf
Importance Category =
II
Importance Factor I =
1.0
Thermal Factor Ct =
1.00
Exposure Factor Ce =
1.0
Pf = 0.7 *Ce *Ct *I *Pg =
35.0 psf
Pf min =
0.0 psf
Flat Roof Snow Load Pf =
35.0 psf
Rain on Snow Surcharge =
0.0 psf
Unobstructed Slippery
D
Surface (per Section 7.4) =
no
Sloped -roof Factor Cs =
0.91
Design Roof Snow Load (Ps) =
Building Official Minimum =
Unbalanced Snow Loads - for Hip & Gable roofs onl�
70/W + 0.5 =
Windward snow load =
Leeward snow load =
Leeward Snow Drifts - from adiace_p higher roof
31.8 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams
and other areas shall be loaded with half the
31.8 psf design roof snow load so as to produce the
greatest possible effect - see code.
1.5 deg Unbalanced snow loads must be applied
9.5 psf = 0.3 *Pf*Cs
47.7 psf = 1.2(1 +b /2)Ps /Ce
Upper roof length
Exposure Factor, Ce
112.0 It
Projection height
h =
10.0 ft
Exposure of roof
s =
Terrain
Adjacent structure factor
Fully
Partially Sheltered
A
y =
n/a
1.1
1.3
B
0.9
1.0
1.2
C
Drift height
0.9
1.0
1.1
D
17.07 ft
0.8
0.9
1.0
Above treeline
parapets, etc more than 15' long
0.7
0.8
n/a
Alaska -no trees
h =
0.7
0.8
n/a
31.8 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams
and other areas shall be loaded with half the
31.8 psf design roof snow load so as to produce the
greatest possible effect - see code.
1.5 deg Unbalanced snow loads must be applied
9.5 psf = 0.3 *Pf*Cs
47.7 psf = 1.2(1 +b /2)Ps /Ce
Upper roof length
In =
112.0 It
Projection height
h =
10.0 ft
Building separation
s =
0.0 ft
Adjacent structure factor
1.00
Snow density
y =
20.5 pcf
Balanced snow height
hb =
1.55 ft
he =
8.45 ft
he /hb >0.2 = 5.5
Therefore, design for drift
Drift height
hd =
4.27 ft
Drift width
w =
17.07 ft
Surcharge load:
pd = g *hd =
87.5 psf
Windward Snow Drifts - Against walls,
parapets, etc more than 15' long
Building roof length
In =
25.0 ft
Projection height
h =
10.0 ft
Snow density
y =
20.5 pcf
Balanced snow height
hb =
1.55 ft
he =
8.45 ft
he /hb >0.2 = 5.5
Therefore, design
for drift
Drift height
hd =
1.50 ft
Drift width
w =
6.00 ft
Surcharge load:
pd = g *hd =
30.7 psf
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COMPANY PROJECT
Idaho Falls, Idaho
�J Mark Andrus
G &S Structural Engineers
WoodWorks July 3, 200711:54:36
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Snow Full UDL 963.0 No
Load2 Dead Full UDL 550.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0' 12'
Dead 3408 3408
Live 5778 5778
Total 9186 9186
Bearing:
LC number 2 2
Len 2.3 2.3
LVL n -ply, 1.8E, 260017b, b, 1- 3/4x11 -7/8 ", 3 -Plys
Self Weight of 17.97 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in)
Criterion Anal Value Design Value Anal sis /Design
Shear fv = 185 Fv' = 328 fv /Fv' = 0.56
Bending( +) fb = 2680 Fb' = 3113 fb /Fb' = 0.86
Dead Defl'n 0.20 = L/716
Live Defl'n 0.34 = L/922 0.60 = L/240 0.57
Total Defl'n 0.59 = L/265 0.60 = L/240 0.90
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.00 - 1.04 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2.
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 27557 lbs -ft
Shear : LC# 2 = D +S, V = 9186, V design = 7671 lbs
Deflection: LC# 2 = D +S EI= 439.57e06 lb - in2 /ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
PROJECT
Analysis
Value
6356
COMPANY
1 81 WoodWorks
Shear
Mark Andrus
G &S Structural Engineers
Live
Idaho Falls, Idaho
s°r'WAR` FOR WOOD n£VCAA
Total
July 3, 2007 11:55:46
Design Check Calculation Sheet
Fb' =
Sizer 2004
LOADS: ( lbs, psf, or plf )
Dead Defl'n
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
3.8
L/404
0.95 =
Start End
Start End
Load?
Loadl
Snow
Full UDL
910.0
0.95
No
Load2
Dead
Full UDL
520.0
No
Load3
Snow
Point
5775
6.00
No
Load4
Dead
Point
3300
6.00
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
PROJECT
PSL, 2.OE, 290OFb, 7x18"
Self Weight of 39.37 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SFCTION vs_ DESIGN CODE NDS -2001: f Ibs. lbs-ft. or in)
Criterion
Analysis
Value
6356
Dead
7572
Shear
10469
Live
12596
328
16825
Total
20168
3058
Fb' =
Bearing:
fb /Fb' = 0.96
Dead Defl'n
2
LC number
2
.
3 2
Length
3.8
L/404
0.95 =
PSL, 2.OE, 290OFb, 7x18"
Self Weight of 39.37 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SFCTION vs_ DESIGN CODE NDS -2001: f Ibs. lbs-ft. or in)
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv =
214
Fv' =
328
fv /Fv' = 0.65
Bending( +)
fb =
3058
Fb' =
3188
fb /Fb' = 0.96
Dead Defl'n
0.34 =
L/671
Live Defl'n
0.56 =
L/404
0.95 =
L/240
0.59
Total Defl'n
0.90 =
L/252
0.95 =
L/240
0.95
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2900 1.15 - 1.00 1.000 0.96 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 96313 lbs -ft
Shear : LC# 2 = D +S, V = 20168, V design = 17964 lbs
Deflection: LC# 2 = D +S EI= 6803.89e06 lb -in2
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
V
V '
COMPANY PROJECT
Mark Andrus
G &S Structural Engineers
WoodWo rks o" Idaho Falls, Idaho
10MVAar MR WOOD WSrr"' July 3, 2007 11:56:59
Design Check Calculation. Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load?
Load/ Snow Point 2730
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
�' s '^ ,,wnn � .x'� �' ,5aa .max' n s-"',�,F*a� .� '�^' .�"^ � ,,,.�' �,�� ���'� „��''.�, ��, "�xu-
x a. -. �t� _ .;c.;� - •. _ �. _ e, ya- �i' A� ,�, . , a^'' -_n .'t�',:,6�.�M a /s -'" :,'trsx e , J�;_,.'. �s•: ` ,.. '-�T„r
0' 7'
LVL n- ply, 1.8E, 2600Fb, 1- 3/4x11 -7/8 ", 1 -ply
Self Weight of 5.99 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS - 2001: ( Ibs, Ibs -ft, or in)
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 7544 lbs -ft
Shear : LC# 2 = D +S, V = 2166, V design = 2160 lbs
Deflection: LC# 2 = D +S EI= 439.57e06 lb -in2
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
Dead
801
Value
801
Live
1365
Shear
1365
Total
2166
328
2166
Bearing:
fb =
2201
2
.
No
Load2
Dead
Point
1560
33.50
50
No
Dead
801
Value
801
Live
1365
Shear
1365
Total
2166
328
2166
Bearing:
fb =
2201
2
LC number
2
Dead Defl'n
1.7
Length
1.7
Criterion
Analysis
Value
Desi n
Value
Analysis /Design
Shear
fv =
156
Fv' =
328
fv /Fv' = 0.48
Bending( +)
fb =
2201
Fb' =
2993
fb /Fb' = 0.74
Dead Defl'n
0.04 =
<L/999
Live Defl'n
0.08 =
<L/999
0.35 =
L/240
0.22
Total Defl'n
0.12 =
L/692
0.35 =
L/240
0.35
COMPANY PROJECT
iZ Mark Andrus
WoodWorks G &S Structural Engineers
Idaho Falls, Idaho
July 3, 2007 11:58:26
Rea I
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Snow Full UDL 473.0 No
Load2 Dead Full UDL 270.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
LN
0. 10' 12'
Dead 1342 2013
Live 2270 3406
Total 3612 5419
Bearing:
LC number 2 2 1
Length 1.4 1.7 0.0
Cb 1.00 1.22 0.00
LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -112 ", 2 -Plys
Self Weight of 9.58 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in)
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 150 Fv' = 328 fv /Fv' = 0.46
Bending( +) fb = 1976 Fb' = 3086 fb /Fb' = 0.64
Bending( -) fb = 343 Fb' = 3083 fb /Fb' = 0.11
Deflection:
Interior Dead 0.13 = L/949
Live 0.21 = L /561 0.50 = L/240 0.93
Total 0.34 = L/352 0.50 = L/240 0.68
Cantil. Dead 0.07 = L/328
Live 0.12 = L/194 0.20 = L /120 0.62
Total 0:20 = L/122 0.20 = L /120 0.98
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2
Fb'- 2600 1.15 - 1.00 0.999 1.03 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 8670 lbs -ft
Bending( -): LC# 2 = D +S, M = 1505 lbs -ft
Shear : LC# 2 = D +S, V = 3913, V design = 3318 lbs
Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
C tft
COMPANY
PROJECT
WoodWo r ks
Mark Andrus
G &S Structural Engineers
J
Idaho Falls, Idaho
P WO
sr rrn �,a x�nxr�Onnrsrr,v
,July 3, 2007 12:02:16
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Snow Full UDL 175.0 No
Load2 Dead Full UDL 100.0 No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0.
14'
Dead
767
767
Live
1225
1225
Total
1992
1992
Bearing:
LC number
2
2
Length
1.0
1
LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 2 -Plys
Self Weight of 9.58 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: (lbs, Ibs -ft, or in)
Criterion Analysis Value Desi Value Analysis /Design
Shear fv = 80 Fv' = 328 fv /Fv' = 0.24
Bending( +) fb = 1589 Fb' = 3086 fb /Fb' = 0.52
Dead Defl'n 0.21 = L/798
Live Defl'n 0.34 = L/499 0.70 = L/240 0.48
Total Defl'n 0.55 = L/307 0.70 = L/240 0.78
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 6972 lbs -ft
Shear : LC# 2 = D +S, V = 1992, V design = 1767 lbs
Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
C tft
COMPANY PROJECT
Wood Mark Andrus G &S Structural Engineers
Idaho Falls, Idaho r�sxt�orannrsrcn July 5, 200711:32:58
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Axial 1750 (Eccent icity = 0.00 in)
Load2 Snow Axial 3062 (Eccentricity = 0.00 in)
MAXIMUM REACTIONS (Ibs):
a
0' 9
Lumber Post, D.Fir -L, No.2, 4x4"
Self Weight of 2.91 plf automatically included in loads;
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in)
Criterion Analysis Value Design Value Analysis /Design
Axial fc = 395 Fc 971 fc /Fc' = 0.89
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC#
Fc' 1350 1.15 1.00 1.00 0.264 1.150 - - 1.00 1.00 2
Fc* 1350 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2
Axial : LC# 2 = D +S, P = 4838 lbs
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
' =
Axial Bearing
fc =
395
Fc* =
1785
fc /Fc* = 0.22
COMPANY PROJECT
Mark Andrus
Wood Works G &S Structural Engineers
Idaho Falls, Idaho
.40RTMARIfoR W000 nF ICM July 3, 2007 12:03:24
Beam1
Design Check Calculation Sheet
Sizer2004
FLOADS:( Ibs, psf, or plf )
Lumber -soft, D.Fir -L, No.2, 2x6"
Spaced at 24" c /c; Pitch: 4.0/12; Total length: 9' -5.8 "; Self Weight of 1.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in)
Criterion
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
72
Live
= 207
fv /Fv' =
Start End
Start End
Load?
06
Loadl
Load2
Snow
Dead
Full Area
Full Area
35.00 (24.0)*
20.00 (29.0)*
578
No
No
Lumber -soft, D.Fir -L, No.2, 2x6"
Spaced at 24" c /c; Pitch: 4.0/12; Total length: 9' -5.8 "; Self Weight of 1.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in)
Criterion
Dead
alue
Desi
224
Analysis /Design
J
72
Live
= 207
fv /Fv' =
354
13 - n
175
06
Fb'
Total
fb /Fb' =
0.91
578
70.21=
276
Fb'
= 1536
Bearing:
0.06
Deflection:
451
LC number
1
Li487
2
0.42 =
L/240
F'theta
660
1706
0.56 =
2
0.60
Length
0.0
L/249
1.0
1708
Live
0.06 =
L /157
0.11 =
L /120
1.0
Total
Lumber -soft, D.Fir -L, No.2, 2x6"
Spaced at 24" c /c; Pitch: 4.0/12; Total length: 9' -5.8 "; Self Weight of 1.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in)
Criterion
alue
Desi
Value
Analysis /Design
Shear
72
Fv'
= 207
fv /Fv' =
0.35
13 - n
06
Fb'
= 1547
fb /Fb' =
0.91
Bending( -)
70.21=
91
Fb'
= 1536
fb /Fb' =
0.06
Deflection:
Interior De771
Li487
0.42 =
L/240
0.49
Tota.298
0.56 =
L /180
0.60
Cantil. Dead
0.05 =
L/249
Live
0.06 =
L /157
0.11 =
L /120
0.76
Total
0.13 =
L/96
0.14 =
L /90
0.93
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2
Fb'- 900 1.15 1.00 1.00 0.993 1.300 1.00 1.15 1.00 1.00 - 2
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending( +): LC# 2 = D +S, M = 886 lbs -ft
Bending( -): LC# 2 = D +S, M = 57 lbs -ft
Shear : LC# 2 = D +S, V = 441, V design = 393 lbs
Deflection: LC# 2 = D +S EI= 33.27e06 lb -in2
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full
length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. SLOPED BEAMS: level bearing is required for all sloped beams.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
� S
&n �T I
�n`w� 11 7/8 TJI® 360 @ 16 o/c
TJ -Beam® 6.25 Serial Number: 7005112903
User:2 7/3/20071:40:32 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE
Page 1 Engine Version: 6.25.71 APPLICATION AND LOADS LISTED
X1 member slope. *u Root S lopW2 (hreralt Dimension. 19'
M Q
a �
All dimensions are horizontal, Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Snow (psf): 35.0 Live at 115 % duration, 15.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Tapered(psf) Snow(1.15) 0.0 To 87.5 0.0 To 0.0 2' To 19' Adds To
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs) Detail
Other
Width
Length
Live /Dead /Uplift/Total
1 Stud wall 3.50"
3.50"
774 / 211 / 0 / 985 R1: Blocking
1 Ply 11 7/8" TJI® 360
2 Stud wall 3.50"
3.50"
1105 /190 / 0 /1295 R1: Blocking
1 Ply 11 7/8" TJI® 360
-See TJ SPECIFIER'S / BUILDERS GUIDE
for detail(s): R1: Blocking
DESIGN CONTROLS:
Maximum
Design Control Control
Location
Shear (Ibs)
-1257
-1241 1961 Passed (63 %)
Rt. end Span 1 under Snow ALTERNATE span loading
Vertical Reaction (Ibs)
1257
1257 1731 Passed (73 %)
Bearing 2 under Snow ALTERNATE span loading
Moment (Ft -Lbs)
4784
4784 7107 Passed (67 %)
MID Span 1 under Snow ALTERNATE span loading
Live Load Defl (in)
0.656 0.930 Passed (U340)
MID Span 1 under Snow ALTERNATE span loading
Total Load Defl (in)
0.792 1.240 Passed (0282)
MID Span 1 under Snow ALTERNATE span loading
- Deflection Criteria: STANDARD(LL:L /240,TL:U180). Additional checks follow.
-Left Overhang: (1-1-:0.200", LL:0.200 ").
- Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability.
-The load conditions considered in this design analysis include alternate member pattern loading.
- Design assumes adequate continuous lateral support of the compression edge.
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 Distribution product listed above.
- (Minimum cut length) = (Overall horizontal length) x 1.054 + 3 15116"
PROJECT INFORMATION:
Copyright O 2006 by Trus Joist, a Weyerhaeuser Business
TJIG and TJ- BeamCa are registered trademarks of Trus Joist.
e -I Joist -,Prc- and TJ- Pro'"' are trademarks of Trus Joist.
OPERATOR INFORMATION:
Mark Andrus
G &S Structural Engineers
1600 John Adams Pkwy., Suite 200
Idaho Falls, ID 83401
Phone: (208)523-6918
Fax :(208)523 -6922
gs @dataway.net
COMPANY
PROJECT
WoodWorks
Mark Andrus
G &S Structural Engineers
Idaho Falls, Idaho
July 3, 2007 13:43:40
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Snow Full UDL 582.0 No
Load2 Dead Full UDL 159.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0' 16'
32'
Dead
1071
3570
1071
Live
3492
11640
3992
Total
4563
15210
4563
Bearing:
LC number
2
2
2
Length
1.2
3.5
1.2
Cb
1.00
1.11
1.00
PSL, 2.OE, 290OFb, 5- 1/4x11 -7/8"
Self Weight of 19.48 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in)
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 165 Fv' = 328 fv /Fv' = 0.50
Bending( +) fb = 1331 Fb' = 3338 fb /Fb' = 0.40
Bending( -) fb = 2367 Fb' = 3317 fb /Fb' = 0.71
Dead Defl'n 0.07 = <L/999
Live Defl'n 0.23 = L/819 0.53 = L/360 0.44
Total Defl'n 0.31 = L/627 0.80 = L/240 0.38
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2
Fb'- 2900 1.15 - 1.00 0.994 1.00 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 13689 lbs -ft
Bending( -): LC# 2 = D +S, M = 24335 lbs -ft
Shear : LC# 2 = D +S, V = 7605, V design = 6852 lbs
Deflection: LC# 2 = D +S EI= 1465.22e06 lb -in2
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
COMPANY PROJECT
Mark Andrus
Wood Wor ,K� G &S Structural Engineers
Idaho Falls, Idaho
July 3, 2007 13:43:55
Rgaml
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft) Pattern
Start End Start End Load?
Loadl Snow Full UDL 582.0 No
Load2 Dead Full UDL 159.0
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
'=�
0' 16'
PSL, 2.OE, 290OFb, 5- 1/4x11 -7/8"
Self Weight of 19.48 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS - 2001: ( Ibs, Ibs -ft, or in)
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 24335 lbs -ft
Shear : LC# 2 = D +S, V = 6084, V design = 5331 lbs
Deflection: LC# 2 = D +S EI= 1465.22e06 lb -in2
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
Dead
1428
Value
1428
Live
4656
Shear
4656
Total
6084
328
6084
Bending( +)
fb =
2367
Fb' =
Bearing:
fb /Fb' = 0.71
Dead Defl'n
0.18 =
LC number
2
No
Dead
1428
Value
1428
Live
4656
Shear
4656
Total
6084
328
6084
Bending( +)
fb =
2367
Fb' =
Bearing:
fb /Fb' = 0.71
Dead Defl'n
0.18 =
LC number
2
2
Length
1.5
L/327
1.5
Criterion
Analysis
Value
Desi
Value
Analysis /Design
Shear
fv =
128
Fv' =
328
fv /Fv' = 0.39
Bending( +)
fb =
2367
Fb' =
3338
fb /Fb' = 0.71
Dead Defl'n
0.18 =
<L/999
Live Defl'n
0.59 =
L/327
0.80 =
L/240
0.73
Total Defl'n
0.77 =
L /250
0.80 =
L/240
0.96
COMPANY PROJECT
(Z" Mark Andrus
WoodWo rks G&S Structural Engineers
Idaho Falls, Idaho
10rMARF MIR WOOD DRMA July 3, 2007 13:54:07
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs,psf,orlalf)
Load Type Distribution Magnitude Location [ft] iPattern
Start End Start End Load?
Toadl Snow Full Area 35.00(16.00)* No
Load2 Dead Full Area 20.00(16.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0 8'
Dead 1318 1318
Live 2240 2240
Total 3558 3558
Bearing:
LC number 2 2
Length 1.4 1.4
LVL n-ply, 1.8E, 2600Fb, 1-3/4x9-1/2", 2-Plys
Self Weight of 9.58 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or in)
Criterion Analvsis Value Design Value Analysis/Design
Shear fv = 129 Fv' = 326 fv/Fv' = 0.39
Bending(+) fb = 1622 Fb' = 3086 fb/Fb = 0.53
Dead Defl 0.07 = <L/999
Live Defl'n 0.11 = L/837 0.40 = L/240 0.29
Total Defl 0.18 = L/527 0.40 = L/240 0.46
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.03 1.00 .1.00 - - 2
Fv' 285 1.15 - 1.00 - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - 1.00 - - -
E 1.8 million - 1.00 - - 1.00 - - 2
Bending(+): LC# 2 = D+S, M = 7117 lbs-ft
Shear : LC# 2 = D+S, V = 3558, V design = 2854 lbs
Deflection: LCft 2 = D+S EI= 225.06e06 lb-in2/ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concent rated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
Design Check Calculation Sheet
Sizer 2004
LOADS ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Axial
Axial Bearing
fc =
fc =
505
505
Start End
Start End
Load?
Loadl
Dead
Axial
3570 (Eccentricity
= 0.00 in
Load2
Snow
Axial
11640 (Eccentricity
= 0.00 in)
MAXIMUM REACTIONS (lbs):
H
10'
Timber -soft, D.Fir -L, No.2, 6x6"
Self Weight of 7.19 plf automatically included in loads;
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 10.00= 10.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in)
Criterion
jAnalysis
Value
Design
Value
Anal sis /Desi n
Axial
Axial Bearing
fc =
fc =
505
505
Fc' =
Fc* =
562
805
fc /Fc' = 0.90
fc /Fc* = 0.63
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC#
Fc' 700 1.15 1.00 1.00 0.698 1.000 - - 1.00 1.00 2
Fc* 700 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2
Axial : LC# 2 = D +S, P = 15282 lbs
(D =dead L =live S =snow w =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
l P I.�
'Project r? � " ' Project No. G�Z�� ` Date ° /;P-4)
Designed By
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1 4rl,�i sue%/! - Z
k7 L ( %2tvlt +Z ?v 1l
- � - S - 2x /o o-r
4 w/ ?vL I o
LO �Jz
C t
LZ i&L
7. 70 pf�-
W, - w, 2
1 /0 IT
LA3 SL - c
! 7SP 1-�
�f sL
23 (o 5
P SL _
0S"b N.
pt- P v
ZZvo ibs
lOeSL-
c /bu` b
�1�
WcpL
z (,,
cEi- g
�f sL
23 (o 5
15s
t
A�-r
, - IAIK Iz€YL
G &S Structural Engineers Sheet `�`
Load
Type
Distribution
Magnitude
Location (ft)
Pattern
Fv' = 207
2415
Total
Start End
Start End
Load?
Loadl
Dead
Full UDL
460.0
LC number
No
Load2
Snow
Full UDL
805.0
0.30 = L/240
No
Dead
1410
Design Value
1410
Live
2415
Fv' = 207
2415
Total
3825
Fb' = 1309
3825
Bearing:
0.03 = <L/999
2
LC number
2
0.30 = L/240
0.16
Length
1.4
0.30 = L/240
1.4
Criterion
Analysis Value
Design Value
Analysis/Design
Shear
fv = 102
Fv' = 207
fv /Fv' = 0.49
Bending( +)
fb = 1073
Fb' = 1309
fb /Fb' = 0.82
Dead Defl'n
0.03 = <L/999
Live Defl'n
0.05 = <L/999
0.30 = L/240
0.16
Total Defl'n
0.08 = L/919
0.30 = L/240
0.26
COMPANY PROJECT
Mark Andrus
o� G &S Structural Engineers
W Work s Idaho Falls, Idaho
V July 3, 2007 15:42:17
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft) Pattern
Start End Start End Load?
Loadl Snow Full UDL 770.0 No
Load2 Dead Full UDL 440.0 No
Load3 Snow Point 3850 2.75 No
Load9 Dead Point 2200 2.75 No
MAXIMUM REACTIONS Ibs and BEARING LENGTHS (in):
Y �' �r1k �"' � xh. r•u � r a. x . �, .� "T 'a a. �r +�'"�,- r � �"�' .� "Zrcr M
sa ,.ilns. �"'� �'} r '�a•.�r -- � �` .e "� e � ..',�'" �-, x �i 6 � '�w, -�f' -. ,."4���`�� }^r'°'i �""±
:w,�,� � ". „� Tatfh" "��.. ^�' -�dP' a . _z,. � ��:.... �, +•vas a� .:" :.�. � .�.:
= '� �' •qty .`�"z .�.r �` .�:a.�'� , •n."�a.�.� .:.S M ,�+�+. -. „ =..?.. �- ,�...,: -"'-..
0' 5' -6"
Dead 2336 2336
Live 4042 4092
Total 6379 6379
Bearing:
LC number 2 2
Length 2.4 2.4
LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 2 -Plys
Self Weight of 9.58 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NHS - 2001: ( Ibs, Ibs -ft, or in)
Criterion Analysis Value Desi Value Anal sis /Design
Shear fv = 244 Fv' = 328 fv /Fv' = 0.75
Bending( +) fb = 2947 Fb' = 3086 fb /Fb' = 0.96
Dead Defl'n 0.05 = <L/999
Live Defl'n 0.09 = L/763 0.28 = L/240 0.31
Total Defl'n 0.14 = L/984 0.28 = L/240 0.50
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 12930 lbs -ft
Shear : LC# 2 = D +S, V = 6379, V design = 5413 lbs
Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
fz Mark Andrus
G &S Structural Engineers
Idaho Falls, Idaho
Wood W orks July 3, 2007 15:43:22
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load1 Snow Full UDL 1085.0 No
Load2 Dead Full UDL 620.0 No
Load3 Snow Point 2365 2.00 No
Load4 Dead Point 1350 2.00 No
MAXIMUM REACTIONS (Ibs ) and BEARING LENGTHS (in):
.rz, ' ✓-'� a` � � f- �" c. 'g .� . _'� k..'.�' °'�2 ..�..�n' .e.. �- � '� ,lxa w ., i'a `spa �- �
0' 5' -6"
Dead 2590 2222
Live 4489 3844
Total 7079 6066
Bearing:
LC number 2 2
Length 2.7 2,3
LVL n -ply, 1.8E, 2600Fb,1- 3/4x9 -1/2 ", 2 -Plys
Self Weight of 9.58 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ]CC-IBC;
SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in)
Criterion Analysis Value Desi Value Analysis /Design
Shear fv = 258 Fv' = 328 fv /Fv' = 0.79
Bending( +) fb = 2446 Fb' = 3086 fb /Fb' = 0.79
Dead Defl'n 0.04 = <L/999
Live Defl'n 0.08 = L/847 0.28 = L/240 0.28
Total Defl'n 0.12 = L/537 0.28 = L/240 0.45
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending( +): LC# 2 = D +S, M = 10729 lbs -ft
Shear : LC# 2 = D +S, V = 7079, V design = 5722 lbs
Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
'Project ,i ; =� Project No. { 7 Date —�
Designed By
"X
X>L
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AMC
SL L ZZ Cis) z 7,
v - 4572
G &S Structural Engineers, Sheet 5, /
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Sketch
� � O
X
Z
I~
H
O
.-I
P (k)
E=
Vz (k)
Mx (k -ft)
C7
Overburden
DL
.98
t11
100
LL
.875
M
1 ft
Footing Elevation
+p
Controlling Z direction steel requires the following placement:
i
7 1 Z
Region 1 (starts at A): 4 in Steel: .2 in #4 @NA)
A D
D C
Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in)
A D
Region 3 (ends at D): 4 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometry, Materials and Criteria
Length :1 ft eX : 0 in Gross Allow. Bearing
:1500 psf
Steel fy
:60 ksi
Width :1.667 ft eZ :0 in Concrete Weight
:145 pcf
Minimum Steel
:.0018
Thickness :10 in pX :8 in Concrete f'c
:2.5 ksi
Maximum Steel
:.0075
Height :0 in pZ :12 in Design Code
:ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5
Phi for Flexure
:0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction
:0.3
Phi for Shear
:0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of
Soil : 0 k
Phi for Bearing
:0.65
Loads
P (k)
Vx (k)
Vz (k)
Mx (k -ft)
Mz (k -ft)
Overburden
DL
.98
100
LL
.875
+p
i
7 1 Z
1t�t��1t
A D
D C
D C
A D
RISAFoot Version 2.Oa [Untitled.rft] Page 1
Company G & S Structural Engineers
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living
July 3, 2007
Checked By:
Soil Bearing
Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max /Allowable Ratio
ASCE 2.4.1 -1 1DL 1500 808.857 (A) .539
ASCE 2.4.1 -2 1 DL +1 LL 1500 1333.88 (A) .889
Footing Flexure Design (Bottom Bars)
Description Cateaories and Factors Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in )
ACI 9 -1
1.4DL +1.7LL
4.21845e -7
1.49989e -8
.253
.009
ACI9 -2
1.05DL +1.275LL +1.275WL
3.16383e -7
1.12492e -8
.19
.007
ACI9 -3
.9DL +1.3WL
1.51655e -7
5.39216e -9
.091
.003
IBC 16 -5
1.2DL +1 LL +1 EL
3.11581 a -7
1.10784e -8
.187
.007
IBC 16 -6
.9DL +1 EL
1. 51655e -7
5.39216e -9
.091
.003
Note: Overburden and footing self weight are included in the DL load case.
Footinq Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 12.499 k One Way (Z Dir. Cut) Vc: 7.5 k
Punching X Dir. Cut Z Dir. Cut
Description Categories and Factors Vu(k) Vu/ oVc Vu(k) Vu/cWc Vu(k) Vu/ (A/c
ACI9 -1
1.4DL +1.7LL
NA
NA
.002
0
.002
0
ACI9 -2
1.05DL +1.275LL +1.275WL
NA
NA
.001
0
.001
0
ACI9 -3
.9DL +1.3WL
NA
NA
.000606618
0
.000606618
0
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA
.001
0
.001
0
IBC 16 -6
.9DL +1 EL
NA
NA
.000606618
0
.000606618
0
Note: Overburden and footing self weight are included in the DL load case.
RISAFoot Version 2.Oa [Untitled.rft] Page 2
company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number: 07229 Homestead Asst. Living Checked By:
Sketch
�x
i f
1 ft
Details
#4 @5 in
Z
X
q
.ri
0
XF
1 ft
Controlling Z directior
Region 1 (starts at A)
Region 2 (middle):
Region 3 (ends at D):
i steel requires the following placement:
8 in Steel: .2 in #4 @NA)
12 in Steel: .39 in (2 #4 @12 in)
8 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometry. Materials and Criteria
L
m
Footing Elevation C
Length
:1 ft
B
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:2.333 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :8 in
Concrete f'c
:2.5 ksi Maximum Steel :.0075
Height
:0 in
pZ :12 in
Design Code
:ACI 318 -02
w
� +Vx
f— +Vz
� +Mx
+Mz
+Over
11 1111
A D
D C
D C
..
M
M
i f
1 ft
Details
#4 @5 in
Z
X
q
.ri
0
XF
1 ft
Controlling Z directior
Region 1 (starts at A)
Region 2 (middle):
Region 3 (ends at D):
i steel requires the following placement:
8 in Steel: .2 in #4 @NA)
12 in Steel: .39 in (2 #4 @12 in)
8 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometry. Materials and Criteria
L
m
Footing Elevation C
Length
:1 ft
eX : 0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:2.333 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :8 in
Concrete f'c
:2.5 ksi Maximum Steel :.0075
Height
:0 in
pZ :12 in
Design Code
:ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
Loads
P (k)
Vx (k)
Vz (k)
Mx (k -ft)
Mz (k -ft)
Overburden (psf)
DL
1.02
100
LL
1855
+P
E
� +Vx
f— +Vz
� +Mx
+Mz
+Over
11 1111
A D
D C
D C
A D
RISAFoot Version 2.Oa [Untitled.rft] Page 1
F
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Soil Bearing
nacrrintinn ('atannriec and Fartnrs Gross Allow.(nsf) Max Bearina (osf) Max /Allowable Ratio
Footinq Flexure Design (Bottom Bars)
rlocnrir +i- ('o+cnnriac ❑nH Fartnrc Mi i -)O (k -ft) 7 nir Ac (in ) Mu -77 (k -ft) X Dir As (in 2 )
ACI9 -1
1.4DL +1.7LL
6.62856e -7
2.35682e -8
.789
.028
ACI9 -2
1.05DL +1.275LL +1.275WL
4.97142e -7
1.76762e -8
.592
.021
ACI9 -3
.9DL +1.3WL
1.72715e -7
6.14099e -9
.206
.007
IBC 16 -5
1.2DL +1 LL +1 EL
4.62162e -7
1.64324e -8
.55
.02
IBC 16 -6
.9DL +1 EL
1.72715e -7
6.14099e -9
.206
.007
Note: Overburden and footing self weight are included in the DL load case.
Footinq Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 17.499 k One Way (Z Dir. Cut) Vc: 7.5 k
Punching X Dir. Cut Z Dir. Cut
rlccrrir� +inn ('n +cnnriac onrl G'artnrc \ /I I/k\ \ /II /(A /C VII(k) VII /('Nr VuW Vu /G)Vc
ACI9 -1
1.4DL +1.7LL
NA
NA
.003
0
.71
.126
ACI9 -2
1.05DL +1.275LL +1.275WL
NA
NA
.002
0
.533
.095
ACI9 -3
.9DL +1.3WL
NA
NA
.000690862
0
.185
.033
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA
.002
0
.495
.088
IBC 16 -6
.9DL +1 EL
NA
NA
.000690862
0
.185
.033
Note: Overburden and footing self weight are included in the DL load case.
RISAFoot Version 2.Oa [Untitled.rft] Page 2
,�f - 1 -5-
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Sketch
d\ x
C
1 ft
Details
5 in
Z
r.
0
D
1 ft
Controlling Z direction steel requires the following placement:
Region 1 (starts at A): 4 in Steel: .2 in #4 @NA)
Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in)
Region 3 (ends at D): 4 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
t
m
Footing Elevation
Length
:1 ft
eX :0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:1.667 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
44
Concrete f
:2.5 ksi Maximum Steel :.0075
Height
:0 in
pZ :12 in
Design Code
: ACI 318 -02
-�
o
Z
C
1 ft
Details
5 in
Z
r.
0
D
1 ft
Controlling Z direction steel requires the following placement:
Region 1 (starts at A): 4 in Steel: .2 in #4 @NA)
Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in)
Region 3 (ends at D): 4 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
t
m
Footing Elevation
Length
:1 ft
eX :0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:1.667 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :8 in
Concrete f
:2.5 ksi Maximum Steel :.0075
Height
:0 in
pZ :12 in
Design Code
: ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
Loads
P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf)
DL
LL
RISAFoot Version 2.Oa [Untitled.rft] Page 1
.:5.b
+P z 1
A D D C D C A D
M
Company G & S Structural Engineers
Designer Mark Andrus
Job Number : 07229
Homestead Asst. Living
July 3, 2007
Checked By:
Soil Bearing
Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max /Allowable Ratio
ASCE 2.4.1 -1 1 DL 1500 778.856 (A) I 519
ASCE 2.4.1 -2 1 1 DL +1 LL 1500 1251.67 (A) .834
Footing Flexure Desiqn (Bottom Bars)
nPSCrintinn CatPnnriec anti Factors Mu -XX (k -ft) Z Dir As (in 2 1 Mu -ZZ (k -ft) X Dir As (in 2 1
ACI 9 -1
1.4DL +1.7LL
3.94607e -7
1.40305e -8
.237
.008
ACI9 -2
1.05DL +1.275LL +1.275WL
2.95955e -7
1.05229e -8
.178
.006
ACI9 -3
.9DL +1.3WL
1.4603e -7
5.19216e -9
.088
.003
IBC 16 -5
1.2DL +1 LL +1 EL
2.93206e -7
1.04251 a -8
.176
.006
IB 16 -6
.9DL +1 EL
1.4603e -7
5.19216e -9
.088
.003
Note: Overburden and footing self weight are included in the DL load case.
Footing Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 12.499 k One Way (Z Dir. Cut) Vc: 7.5 k
Punching X Dir. Cut Z Dir. Cut
r)PCrrintinn r'AtAnnriPR anti Fartnrs Vu(0 Vu/ (. VuW VuhWc Vu(k) Vu/ CWC
ACI9 -1
1.4DL +1.7LL
NA
NA
.002
0
.002
0
ACI9 -2
1.05DL +1.275LL +1.275WL
NA
NA
.001
0
.001
0
ACI9 -3
.9DL +1.3WL
NA
NA
.000584118
0
.000584118
0
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA
.001
0
.001
0
IBC 16 -6
.9DL +1 EL
NA
NA
.000584118
0
.000584118
0
Note: Overburden and footing self weight are included in the DL load case.
RISAFoot Version 2.Oa [Untitled.rft] Page 2
- 7
company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Sketch
X
Details
Di V
1 ft
5 in Z
0
.rq
0
1
1 ft
Controlling Z directior
Region 1 (starts at A)
Region 2 (middle):
Region 3 (ends at D):
i steel requires the following placement:
2 in Steel: .2 in #4 @NA)
12 in Steel: .39 in (2 #4 @12 in)
2 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
G
.rI
L
M
Length
:1 ft
eX : 0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:1.333 ft
eZ :0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
w --
:10 in
pX :8 in
Concretef'c
:2.5 ksi Maximum Steel :,0075
Height
:0 in
pZ :12 in
Design Code
: ACI 318 -02
k�
11, �
J
CD
Z
Di V
1 ft
5 in Z
0
.rq
0
1
1 ft
Controlling Z directior
Region 1 (starts at A)
Region 2 (middle):
Region 3 (ends at D):
i steel requires the following placement:
2 in Steel: .2 in #4 @NA)
12 in Steel: .39 in (2 #4 @12 in)
2 in Steel: .2 in 2 (1 #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
G
.rI
L
M
Length
:1 ft
eX : 0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:1.333 ft
eZ :0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :8 in
Concretef'c
:2.5 ksi Maximum Steel :,0075
Height
:0 in
pZ :12 in
Design Code
: ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
Loads
P (k1 Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf)
DL
LL
RISAFoot Version 2.Oa [Untitled.rft] Page 1
Footing Elevation
f C z ii O iui
A D D C D C A D
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Soil Bearing
Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio
ASCE 2.4.1 -1 113L 1500 640.844 A .427
ASCE 2.4.1 -2 1 DL +1 LL 1500 f 745.846 (A) .497
Footing Flexure Design (Bottom Bars)
M n +ir. f nnrl Pmr -fnrc nni i -XX (k -f) 7 nir AC (in ) Mu -77 (k -ft) X Dir As (in 2 1
ACI9 -1
1.4DL +1.7LL
1.79276e -7
6.37428e -9
.06
.002
ACI9 -2
1.05DL +1.275LL +1.275WL
1.34457e -7
4.78071e -9
.045
.002
ACI9 -3
.9DL +1.3WL
9.61242e -8
3.41775e -9
.032
.001
IBC 16 -5
1.2DL +1 LL +1 EL
1.45666e -7
5.17922e -9
.049
.002
IBC 16 -6
.9DL +1 EL
9.61242e -8
3.41775e -9
.032
.001
Note: Overburden and footing self weight are included in the DL load case.
Footin_g► Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 10 k One Way (Z Dir. Cut) Vc: 7.5 k
Punching X Dir. Cut Z Dir. Cut
floorrintinn ('atannriec and Fnntnm Vu(k) Vu /c Vu(k) Vu /e5Vc Vu(k) Vu /s ?A/c
ACI 9 -1
1.4DL +1.7LL
NA
NA
.000717106
0
.000717106
i 0
ACI9 -2
1.05DL +1.275LL +1.275WL
NA
NA
.000537829
0
.000537829.
0
ACI9 -3
.9DL +1.3WL
NA
NA
.000384497
0
.000384497
0
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA
.000582662
0
.000582662
0
IBC 16 -6
.9DL +1 EL
NA
NA
.000384497
0
.000384497
0
Note: Overburden and footing self weight are included in the DL load case.
RISAFoot Version 2.Oa [Untitled.rft] Page 2
e
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Sketch
�X
1.771 ft
41
5
Z
1✓
4 ft
0
10.25 in Z
1 I I I I_L #4 @10.25 in
1 '
4 ft
X Dir. Steel: .98 in (5, #4)
Z Dir. Steel: .98 in (5 #4)
Bottom Rebar Plan
Geometrv. Materials and Criteria
G
Ln :~
m D Footing Elevation
Length
:4 ft
eX :0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:4 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :5.5 in
Concrete f c
:2.5 ksi Maximum Steel :.0075
Height
:0 in
pZ :5.5 in
Design Code
: ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
Loads
P (k)
Vx (k)
Vz (k)
Mx (k -ft)
Mz (k -ft)
Overburden (psf)
DL
7.575
100
LL
12.596
+p
I�Z
� ^ x
+Mz
ii O iui
A D
D C
D C
A D
Details
44
�i x
RISAFoot Version 2.Oa [Untitled.rft] Page 1
* "Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Soil Bearinq
rlacrrintinn (:atannries and Factors Gross Allow.(osf) Max Bearing (psf) Max /Allowable Ratio
Footing Flexure Design (Bottom Bars)
rlacr rin +inn (otannriac and Fnrtnrc nnu -XX (k -ft) 7 nir As (in ) Mu -ZZ (k -ft) X Dir As (in 2 )
ACI 9 -1
1.4DL +1.7LL
14.488
.528
14.488
.528
ACI 9 -2
1.05DL+1.275LL +1.275WL
10.866
.394
10.866
.394
ACI 9-3
.9DL +1.3WL
3.918
.14
3.918
.14
IBC 16 -5
1.2DL +1 LL +1 EL
10.161
.368
10.161
.368
IBC 16 -6
.9DL +1 EL
3.918
.14
3.918
.14
Note: Overburden and footing self weight are included in the DL load case.
Footinq Shear Check
Two Way (Punching) Vc: 58.75 k One Way (X Dir. Cut) Vc 29.997 k One Way (Z Dir. Cut) Vc: 29.997 k
Punching X Dir. Cut Z Dir. Cut
rlacrrintinn (:atannriac and Factnrc Vu(k) Vu /c :Vc Vu(k) Vulc -iVc Vu(k) Vu /�
ACI 9 -1
1.4DL +1.7LL
34.749
.789
11.551
.513
11.551
.513
ACI 9-2
1.05DL +1.275LL +1.275WL
26.061
.591
8.663
.385
8.663
.385
ACI 9-3
.9DL +1.3WL
9.398
.213
3.124
.139
3.124
.139
IBC 16 -5
1.2DL +1 LL +1 EL
24.371
.553
8.101
.36
8.101
.36
IBC 16 -6
.9DL +1 EL
9.398
.213
3.124
.139
3.124
.139
Note: Overburden and footing self weight are included in the DL load case.
RISAFoot Version 2.Oa [Untitled.rft] Page 2
-
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number: 07229 Homestead Asst. Living Checked By:
Sketch
C
2.333 ft
n
Details
a
3'
#4 @10.5 in
w
M
M
M
N
#4 @10.5 in
2.333 ft
X Dir. Steel: .59 in (3, #4)
Z Dir. Steel: .59 in (3 #4)
Bottom Rebar Plan
Z
X
`footing Elevation ^
3 @10 in
20 in
8 #5
e
N
Pedestal Rebar Plan
Geometrv. Materials and Criteria
Length
:2.333 ft
eX : 0 in
Gross Allow. Bearing
:1500 psf Steel fy : 60 ksi
Width
: 2.333 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :20 in
Concrete f
:2.5 ksi Maximum Steel :.0075
Height
:36 in
pZ :20 in
Design Code
: ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
RISAFoot Version 2.Oa [Untitled.rft] Page 1
f?,
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Loads
P (k)
Vx (k)
Vz (k)
Mx (k -ft)
Mz (k -ft) Overburden
DL
1.75
1.05DL +1.275LL +1.275WL
.19
.007
.19
100
LL
3.063
.083
.003
.083
.003
IBC 16 -5
1.2DL +1 LL +1 EL
A D
+VZ
D C
--X+MX
D C
, +MZ
A D
+Over
11 1111
Soil Bearing
rlcerrrintinn (ntarinriac and Fnrtnrc Gros Allow_(nsfl Max Bearina (Dsf) Max/Allowable Ratio
Footinq Flexure Design (Bottom Bars)
new, rir, +i.,r, (`� +ennriee nnrl Pot4nre Mi i -XX (k -ffl 7 nir Ac (in 1 W -77 (k -ft) X Dir As lin )
ACI 9 -1
1.4DL +1.7LL
.253
.009
.253
.009
ACI 9 -2
1.05DL +1.275LL +1.275WL
.19
.007
.19
.007
ACI 9 -3
.9DL +1.3WL
.083
.003
.083
.003
IBC 16 -5
1.2DL +1 LL +1 EL
.184
.007
.184
.007
IBC 16 -6
.9DL +1 EL
.083
.003
.083
.003
Note: Overburden and footing self weight are included in the DL load case.
Footing Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 17.5 k One Way (Z Dir. Cut) Vc: 17.5 k
Punching X Dir. Cut Z Dir. Cut
n=anrintinn (:atannriac and Fartnrs Vii(O Vu /osVC Vu(k) Vu /( - Wc Vu(k) VuIS_Vc
ACI 9-1
1.4DL +1.7LL
NA
NA
.005
0
.005
0
ACI 9-2
1.05DL +1.275LL +1.275WL
NA
NA
.004
0
.004
0
ACI 9-3
.9DL +1.3WL
NA
NA
.002
0
.002
0
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA
.004
0
.004
0
IBC 16 -6
.9DL +1 EL
NA
NA
.002
0
.002
0
Note: Overburden and footing self weight are included in the DL load case.
Pedestal Design
Shear Check Results (Envelope):
Shear Along X Direction Vc:35.625 k Vs: 23.608 k Vu: 0 k Vu /cam Vn: 0 .75
Shear Along Z Direction Vc: 35.625 k Vs: 23.608 k Vu: 0 k Vu /o Vn: 0
Pedestal Ties: #3 @ 10 in
Bending Check Results (Envelope)
Unity Check:0
Phi :0
Parme Beta:.65
Pu :0 k
Mux :0 k -ft
Muz: :0 k -ft
Pn :0 k
Mnx :0 k -ft
Mnz: :0 k -ft
Mnox:0 k -ft
Mnoz :0 k -ft
Pedestal Bars: 8 #5
% Steel:.614
Compression Development Length Pedestal Bars (Envelope):
Lreq.: 15 in Lpro.: 4.875 in Lreq. /Lpro.: 3.077
RISAFoot Version 2.Oa [Untitled.rft] Page 2
-5-t /S
a- , a4
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Sketch
w
'1 r
kD
Z r 1°
0
0
.rI
0
I.'
Li
3.667 ft
/ \X
9.25 in
Z
#4 @9.25 in
3.667 ft
X Dir. Steel: .98 in (5, #4)
Z Dir. Steel: .98 in (5 #4)
Bottom Rebar Plan
Footing Elevation
@10 in
G
0
20 in
8 #5
n
N G
Pedestal Rebar Plan
Geometrv. Materials and Criteria
Length
:3.667 ft
eX : 0 in
Gross Allow. Bearing
:1500 psf Steel fy :60 ksi
Width
:3.667 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :20 in
Concrete f'c
:2.5 ksi Maximum Steel :.0075
Height
:36 in
pZ :20 in
Design Code
:ACI 318 -02
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65
RISAFoot Version 2.Oa [Untitled.rft] Page 1
, ^r-
Company G & S Structural Engineers July 3, 2007
Designer Mark Andrus
Job Number : 07229 Homestead Asst. Living Checked By:
Loads
DL
LL
Soil Bearing
naer- rintinn (atannries anri Fartors Gross Allow.(Dsf) Max Bearina (osf) Max/Allowable Ratio
Footing Flexure Design (Bottom Bars)
rlecrrir. +inn ('ntcnnricc nnri Pnr -tnrc Mi i -XX (k -ft) 7 nir As (in ) Mu -ZZ (k -ft) X Dir As (in )
ACI 9-1
1.4DL +1.7LL
4.124
.148
4.124
.148
ACI 9 -2
1.05DL +1.275LL +1.275WL
3.093
.111
3.093
.111
ACI 9 -3
.9DL +1.3WL
.917
.033
.917
.033
IBC 16 -5
1.2DL +1 LL +1 EL
2.809
.1
2.809
.1
IBC 16 -6
.9DL +1 EL
.917
.033
.917
.033
Note: Overburden and footing self weight are included in the DL load case.
Footinq Shear Check
Two Way (Punching) Vc: 131.25 k One Way (X Dir. Cut) Vc 27.5 k One Way (Z Dir. Cut) Vc: 27.5 k
Punching X Dir. Cut Z Dir. Cut
(`o +ennriec nnrl Garrtnrc Ahi(kl \hi /m1 /r A /ijW Vu /o)VC Vu(k) Vu /f?5Vc
ACI 9-1
1.4DL +1.7LL
19.48
.198
3.952
.192
3.952
.192
ACI 9-2
1.05DL +1.275LL +1.275WL
14.61
.148
2.964
.144
2.964
.144
ACI 9 -3
.9DL +1.3WL
4.33
.044
.878
.043
.878
.043
IBC 16 -5
1.2DL +1 LL +1 EL
13.27
.135
2.692
.131
2.692
.131
IBC 16 -6
.9DL +1 EL
4.33
.044
.878
.043
.878
.043
Note: Overburden and footing self weight are included in the DL load case.
Pedestal Design
Shear Check Results (Envelope):
Shear Along X Direction Vc: 35.625 k Vs: 23.608 k Vu: 0 k Vu/o, Vn: 0 s :.75
Shear Along Z Direction Vc: 35.625 k Vs: 23.608 k Vu: 0 k W/o Vn: 0
Pedestal Ties: #3 @ 10 in
Bending Check Results
Unity Check:.047
Pu :25.994 k
Pn :793.637 k
Pedestal Bars: 8 #5
(Envelope):
Phi :.7 Parme Beta:.65
Mux :0 k -ft Muz: :0 k -ft
Mnx : NA Mnz: : NA
Mnox: NA Mnoz : NA
% Steel:.614
Compression Development Length Pedestal Bars (Envelope):
Lreq.: 15 in Lpro.: 4.875 in Lreq. /Lpro.: 3.077
RISAFoot Version 2.Oa [Untitled.rft] Page 2
/.5
+P - +Vx - +Vz rA+Mx +Mz +Over
..
� 11 1111
A D D C D C A D
s s Schiess & Associates
ENGINEERING • PLANNING • LAND SURVE
IDAHO FALLS, IDAHO REXBURG, IDAHO
OFFICE: (208) 522 -1244 OFFICE: (208) 356 -6092
FAX: (208) 522 -9232
JOB 7 Z
JOB NUMBER SCALE
CALCULATED BY DATE 9- ZC, `0 7
CHECKED BY DATE
SHEET OF
Account 30- 28710.01
Name HOMESTEAD ASSIST LIVING
Sery Addr: 408 W MAIN
Phone . (208) 359 -9508
Active Flag Account Type
Final Flag Account Class
Service Flag: Account Status:
City Code I Deliq Class
Priority Cd Payment Type
Tax Flag Energy Assist
No of Dwell 1 Turn Off Flag
Balance Current Past Due
---- - - - - -- ---- - - - - -- ---- - - - - --
0.00
APP Bal New APP BAL Proj APP
---- - - - - -- ---- - - - - -- ---- - - - - --
327.44
•
Scan Line :[
M Credit Rate:
Last Bill
Last Pymt
Start Date
Dis Date
Restart
Trans Acct
Date: 09/27/07
Time: 09:36:37
Page: 1
][ l[ l[ l
Bad Debt:
08/31/07
09/14/07 - 339.48
05/15/05
New Bal Remain Fix Winter Avg
---- - - - - -- ---- - - - - -- ---- - - - - --
0.00 51.0000
Deposits Deposit Int Deposit Owed Req Deposit
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
MT Curr Usage Prior Use 2nd Prior Curr Year Last Year 2 Years Ago
-- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
74.00 59.00 53.00 840.00 788.00 677.00
Per Reading Mt Beginning
No Date Ty Reading
0708
08/16/07
1915
0708
08/16/07
1857
0707
07/17/07
1889
0707
07/17/07
1830
0706
06/18/07
1847
0706
06/18/07
1803
0705
05/16/07
1816
0705
05/16/07
1789
0704
04/20/07
1761
0704
04/20/07
1760
0703
03/29/07
1726
0703
03/29/07
1740
0702
02/15/07
1671
0702
02/15/07
1709
0701
01/15/07
1616
0701
01/15/07
1678
0612
12/15/06
1561
0612
12/15/06
1647
0611
11/29/06
1506
0611
11/29/06
1616
0610
10/16/06
1469
0610
10/16/06
1596
0609
09/20/06
1440
0609
09/20/06
1566
0608
08/16/06
1413
0608
08/16/06
1542
0607
07/19/06
1381
0607
07/19/06
1514
Ending
Adjusted
Rd
Bill
Meter
Dial Co St
Reading
--- - - - -
Usage
Fg
Code
Number
No Cd Fg
--
1944
---- - - - - --
29
--
- - - - --
W02
---- - - - - --
1007023274
- - -- -- --
1
1887
x-30
W02
47798222
2
1915
26
W02
1007023274
1
1857
�- 27
W02
47798222
2
1889
42
W02
1007023274
1
1830
�- 27
W02
47798222
2
1847
31
W02
1007023274
1
1803
14
W02
47798222
2
1816
55
E
W02
1007023274
1
1789
29
E
W02
47798222
2
1761
35
W02
1007023274
1
1760
20
W02
47798222
2
1726
55
E
W02
1007023274
1
1740
31
E
W02
47798222
2
1671
55
E
W02
1007023274
1
1709
31
E
W02
47798222
2
1616
55
E
W02
1007023274
1
1678
31
E
W02
47798222
2
1561
55
E
W02
1007023274
1
1647
31
E
W02
47798222
2
1506
37
W02
1007023274
1
1616
-20
W02
47798222
2
1469
wm29
W02
1007023274
1
1596
X30
W02
47798222
2
1440
27
W02
1007023274
1
1566
24
W02
47798222
2
1413
32
W02
1007023274
1
1542
28
W02
47798222
2
Account 30- 28710.01 OESTEAD ASSISTED LIVING • Page: 2
Per
Reading
Mt Beginning
Ending
Adjusted
Rd
Bill
Meter
Dial Co St
No
- - --
Date
-- - - - - --
Ty Reading
-- --- - - - - --
Reading
--- - - - - --
Usage
----
Fg
Code
Number
No Cd Fg
0606
06/16/06
1357
1381
- - - - --
24
--
- - - - --
W02
---- - - - - --
1007023274
- - -- -- --
1
0606
06/16/06
1493
1514
21
W02
47798222
2
0605
05/18/06
1326
1357
31
W02
1007023274
1
0605
05/18/06
1470
1493
23
W02
47798222
2
0604
04/14/06
1351
1326
-25
W02
1007023274
1
0604
04/14/06
1301
1470
169
W02
47798222
2
0603
03/15/06
1296
1351
55
W02
1007023274
1
0603
03/15/06
1301
1301
0
W02
47798222
2
0602
02/15/06
1241
1296
55
E
W02
1007023274
1
0602
02/15/06
1301
1301
0
E
W02
47798222
2
0601
01/15/06
1186
1241
55
E
W02
1007023274
1
0601
01/15/06
1295
1301
6
E
W02
47798222
2
0512
12/15/05
1137
1186
49
W02
1007023274
1
0512
12/15/05
1289
1295
6
W02
47798222
2
0511
11/18/05
1082
1137
55
W02
1007023274
1
0510
10/19/05
1053
1082
29
W02
1007023274
1
0510
10/19/05
1224
1289
65
W02
47798222
2
0509
09/15/05
1029
1053
24
W02
1007023274
1
0509
09/15/05
1163
1224
61
W02
47798222
2
0508
08/16/05
1003
1029
26
W02
1007023274
1
0508
08/16/05
1144
1163
19
W02
47798222
2
* * * ** Inquiry Printed * * * **
Date: 09/27/07
Time: 09:36:37
User: deborahl
Ldev: 37
Account 30- 28720.01
Name HOMESTEAD ASSIST LIVING
Sery Addr: 408 W MAIN
Phone . (208) 359 - 9508
Active Flag Account Type M
Final Flag Account Class
Service Flag: Account Status:
City Code I Deliq Class
Priority Cd Payment Type
Tax Flag Energy Assist
No of Dwell 1 Turn Off Flag
• Date: 09/27/07
Time: 09:37:46
Page: 1
Scan Line [ ... ] [ . ] [ ] [ ... ]
Credit Rate: Bad Debt:
Last Bill 08/31/07
Last Pymt 09/14/07 - 130.87
Start Date 05/15/05
Dis Date
Restart
Trans Acct
Balance Current Past Due New Bal Remain Fix Winter Avg
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
0.00 0.00
APP Bal New APP BAL Proj APP
---- - - - - -- ---- - - - - -- ---- - - - - --
80.44
Deposits Deposit Int Deposit Owed Req Deposit
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
MT
--
Curr Usage
---- - - - - --
Prior Use
---- - - - - --
2nd Prior
---- - - - - --
Curr Year
---- - - - - --
Last
----
Year 2 Years Ago
204.00
178.00
187.00 749.00
- - - - -- ---- - - - - --
464.00 502.00
Per
Reading Mt
Beginning
Ending
Adjusted
Rd
Bill
Meter Dial Co
St
No
- - --
Date Ty
-- - - - - -- --
Reading
Reading
Usage
Fg
Code
Number No Cd
Fg
0708
08/16/07
--- - - - - --
4884
--- - - - - --
5062
---- - - - - --
/178
--
- - - - --
1SPRK
---- - - - - -- - - -- --
47798223
--
1
0707
0706
07/17/07
06/18/07
4697
4538
4884
4697
/ ( ` 187
t1 % 159
1SPRK
1SPRK
47798223
47798223
1
1
0705
05/16/07
4517
4538
21
1SPRK
47798223
1
0704
04/20/07
4517
4517
y� 0
E
1SPRK
47798223
1
0703
03/29/07
4517
4517
�' 0
1SPRK
47798223
1
0702
02/15/07
4517
4517
0
E
1SPRK
47798223
1
0701
01/15/07
4517
4517
0
E
1SPRK
47798223
1
0612
12/15/06
4517
4517
0
E
1SPRK
47798223
1
0611
11/29/06
4517
4517
0
E
1SPRK
47798223
1
0610
10/16/06
4517
4517
0
1SPRK
47798223
1
0609
09/20/06
4366
4517
151
1SPRK
47798223
1
0608
08/16/06
4251
4366
L� 115
1SPRK
47798223
1
0607
07/19/06
4131
4251
1 120
1SPRK
47798223
1
0606
06/16/06
4115
4131
16
1SPRK
47798223
1
0605
05/18/06
4064
4115
51
1SPRK
47798223
1
0604
04/14/06
4064
4064
0
1SPRK
47798223
1
0603
03/15/06
4064
4064
0
1SPRK
47798223
1
0602
02/15/06
4064
4064
0
E
1SPRK
47798223
1
0601
01/15/06
4064
4064
0
E
1SPRK
47798223
1
0512
12/15/05
4064
4064
0
1SPRK
47798223
1
0511
11/18/05
4064
4064
0
W02
47798223
1
0510
10/19/05
4053
4064
11
W02
47798223
1
0509
09/15/05
3949
4053
104
W02
47798223
1
0508
08/16/05
3796
3949
153
W02
47798223
1
�l oo� f76f� C� P/—
.: �70 0
00 0 "9l co o
490 6, 715
3Q
Account v 30- 28710.01
Namea : HOMESTEAD ASSISO LIVING
Sery Addr: 408 W MAIN
Phone . (208) 359 -9508
Active Flag Account Type : M
Final Flag Account Class
Service Flag: Account Status:
City Code I Deliq Class
Priority Cd Payment Type
Tax Flag Energy Assist
No of Dwell 1 Turn Off Flag
Balance Current Past Due
---- - - - - -- ---- - - - - -- ---- - - - - --
348.13 348.13
APP Bal New APP BAL Proj APP
---- - - - - -- ---- - - - - -- ---- - - - - --
327.44
• Date: 10/04/07
Time: 09:34:21
Page: 1
Scan Line [ ] [ ] [ ] [ ]
Credit Rate: Bad Debt:
Last Bill 09/30/07
Last Pymt 09/14/07 - 339.48
Start Date 05/15/05
Dis Date
Restart
Trans Acct
New Bal
348.13
Deposits Deposit Int Deposit Owed Req Deposit
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
MT Curr Usage Prior Use 2nd Prior Curr Year
-- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
74.00 59.00 53.00 840.00
Remain Fix Winter Av
- - - -- - - -- -----
� `"
Last Year 2 Years Ago
788.00 294.00
Bill
Period
Billing Group
Group
Period
Account
Per Date
-- - - - - --
- Usage
- - --
Description
----- - - - - -- ----
Amount
- - - - --
Total
---- - - - - --
Payments Balance
---- - - - - -- ----- - - - - --
0709
09/30/07
GARBAGE
112.00
348.13
348.13
102
SEWER
137.10
148
WATER
99.03
09/14/07
* *PAYMENT **
- 339.48
0.00
0708
08/31/07
GARBAGE
112.00
339.48
339.48
102
SEWER
137.10
118
WATER
90.38
08/13/07
* *PAYMENT **
- 336.02
0.00
0707
07/31/07
GARBAGE
112.00
336.02
336.02
102
SEWER
137.10
106
WATER
86.92
07/20/07
**PAYMENT**
PAYMENT
- 345.25
0.00
0706
06/30/07
GARBAGE
112.00
345.25
345.25
102
SEWER
137.10
138
WATER
96.15
06/12/07
* *PAYMENT **
- 331.41
0.00
0705
05/31/07
GARBAGE
112.00
331.41
331.41
102
SEWER
137.10
90
WATER
82.31
05/14/07
* *PAYMENT **
- 353.90
0.00
0704
04/30/07
GARBAGE
112.00
353.90
353.90
102
SEWER
137.10
168
WATER
104.80
04/13/07
* *PAYMENT **
- 315.47
0.00
0703
03/31/07
GARBAGE
112.00
315.47
315.47
82
SEWER
115.40
110
WATER
88.07
03/12/07
* *PAYMENT **
- 333.36
0.00
0702
02/28/07
GARBAGE
112.00
333.36
333.36
Account 30- 28710.01
OMESTEAD
•
ASSISTED
LIVING
Page: 2
Bill
Period
Billing Group
Group
Period
Account
Per
- - --
Date
-- - - - - --
Usage
-- - - - - --
Description
----- - - - - --
Amount
Total Payments
Balance
82
----
SEWER
- - - - --
115.40
---- - - - - -- ----
- - - - --
----- - - - - --
172
WATER
105.96
02/23/07
* *PAYMENT **
- 333.36
0.00
0701
01/31/07
GARBAGE
112.00
333.36
333.36
82
SEWER
115.40
172
WATER
105.96
01/18/07
* *PAYMENT **
- 325.36
0.00
0612
12/31/06
GARBAGE
104.00
325.36
325.36
82
SEWER
115.40
172
WATER
105.96
12/11/06
* *PAYMENT **
- 325.36
0.00
0611
11/30/06
GARBAGE
104.00
325.36
325.36
82
SEWER
115.40
172
WATER
105.96
11/13/06
* *PAYMENT **
- 308.63
0.00
0610
10/31/06
GARBAGE
104.00
308.63
308.63
82
SEWER
115.40
114
WATER
89.23
10/13/06
* *PAYMENT **
- 290.11
0.00
0609
09/30/06
GARBAGE
96.00
290.11
290.11
82
SEWER
107.61
118
WATER
86.50
09/15/06
* *PAYMENT **
- 285.82
0.00
0608
08/31/06
GARBAGE
96.00
285.82
285.82
82
SEWER
107.61
102
WATER
82.21
08/15/06
* *PAYMENT **
- 290.64
0.00
0607
07/31/06
GARBAGE
96.00
290.64
290.64
82
SEWER
107.61
120
WATER
87.03
07/17/06
* *PAYMENT **
- 282.60
0.00
0606
06/30/06
GARBAGE
96.00
282.60
282.60
82
SEWER
107.61
90
WATER
78.99
06/15/06
* *PAYMENT **
- 287.43
0.00
0605
05/31/06
GARBAGE
96.00
287.43
287.43
82
SEWER
107.61
108
WATER
83.82
05/26/06
* *PAYMENT **
- 364.17
0.00
0604
04/30/06
GARBAGE
96.00
364.17
364.17
110
SEWER
136.03
288
WATER
132.14
04/17/06
* *PAYMENT **
- 319.60
0.00
0603
03/31/06
GARBAGE
96.00
319.60
319.60
110
SEWER
136.03
110
WATER
87.57
03/20/06
* *PAYMENT **
- 319.60
0.00
0602
02/28/06
GARBAGE
96.00
319.60
319.60
110
SEWER
136.03
110
WATER
87.57
02/21/06
* *PAYMENT **
- 319.60
0.00
0601
01/31/06
GARBAGE
96.00
319.60
319.60
110
SEWER
136.03
122
WATER
87.57
Account : 30- 28710.01 *MESTEAD ASSISTED LIVING •
Bill
08/16/07
Period
Billing Group
Per
- - --
Date
-- - - - - --
Usage
-- - -
Description
0512
01/18/06
- - --
----- - - - - --
* *PAYMENT **
0707
12/31/05
1830
GARBAGE
0706
06/18/07
110
SEWER
0706
06/18/07
110
WATER
0705
12/20/05
1816
RECEIVED ON
0511
11/30/05
1789
GARBAGE
0704
04/20/07
1761
SEWER
0704
04/20/07
1760
WATER
0703
11/18/05
1726
RECEIVED ON
0510
10/31/05
1740
GARBAGE
0702
02/15/07
1671
SEWER
0702
02/15/07
1709
WATER
0701
10/12/05
1616
RECEIVED ON
0509
09/30/05
1678
GARBAGE
0612
12/15/06
1561
SEWER
0612
12/15/06
1647
WATER
0611
09/13/05
1506
RECEIVED ON
Per Reading Mt Beginning Ending
No Date Ty Reading Reading
0708
08/16/07
1915
1944
0708
08/16/07
1857
1887
0707
07/17/07
1889
1915
0707
07/17/07
1830
1857
0706
06/18/07
1847
1889
0706
06/18/07
1803
1830
0705
05/16/07
1816
1847
0705
05/16/07
1789
1803
0704
04/20/07
1761
1816
0704
04/20/07
1760
1789
0703
03/29/07
1726
1761
0703
03/29/07
1740
1760
0702
02/15/07
1671
1726
0702
02/15/07
1709
1740
0701
01/15/07
1616
1671
0701
01/15/07
1678
1709
0612
12/15/06
1561
1616
0612
12/15/06
1647
1678
0611
11/29/06
1506
1561
0611
11/29/06
1616
1647
0610
10/16/06
1469
1506
0610
10/16/06
1596
1616
0609
09/20/06
1440
1469
0609
09/20/06
1566
1596
0608
08/16/06
1413
1440
0608
08/16/06
1542
1566
0607
07/19/06
1381
1413
0607
07/19/06
1514
1542
0606
06/16/06
1357
1381
0606
06/16/06
1493
1514
0605
05/18/06
1326
1357
0605
05/18/06
1470
1493
Group Period
Amount Total Payments
---- - - - - -- ---- - - - - -- ---- - - - - --
- 316.38
96.00
316.38
136.03
84.35
- 316.38
- 316.38
96.00
316.38
136.03
84.35
- 337.32
- 337.32
96.00
337.32
136.03
105.29
- 326.74
- 326.74
96.00
326.74
130.28
100.46
- 305.26
- 305.26
Adjusted
Rd
Bill
Meter
Usage
---- - - -
Fg
Code
Number
- --
29
0 ,10
--
- - - - --
W02
W02
---- - - - - --
1007023274
47798222
26
W02
1007023274
f� 27
W02
47798222
42
W02
1007023274
7
W02
47798222
31
W02
1007023274
14
W02
47798222
55
E
W02
1007023274
29
E
W02
47798222
35
W02
1007023274
20
W02
47798222
55
E
W02
1007023274
31
E
W02
47798222
55
E
W02
1007023274
31
E
W02
47798222
55
E
W02
1007023274
31
E
W02
47798222
55
E
W02
1007023274
31
E
W02
47798222
37
W02
1007023274
20
W02
47798222
^ 29
W02
1007023274
Lj 30
W02
47798222
W02
1007023274
W02
47798222
32
W02
1007023274
b
W02
47798222
_?�
24
W02
1007023274
21
W02
47798222
31
W02
1007023274
23
W02
47798222
Page: 3
Account
Balance
0.00
316.38
0.00
316.38
0.00
337.32
0.00
326.74
� 11
Dial Co St
No Cd Fg
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
Accokznt : 30- 28710.01 OMESTEAD ASSISTED LIVING • Page: 4
Per Reading
No Date
0604 04/14/06
0604 04/14/06
0603 03/15/06
0603 03/15/06
0602 02/15/06
0602 02/15/06
0601 01/15/06
0601 01/15/06
0512 12/15/05
0512 12/15/05
0511 11/18/05
0510 10/19/05
0510 10/19/05
0509 09/15/05
0509 09/15/05
Mt Beginning
Ty Reading
1351
1301
1296
1301
1241
1301
1186
1295
1137
1289
1082
1053
1224
1029
1163
Ending Adjusted Rd
Reading Usage Fg
1326 -25
1470 169
1351 55
1301 0
1296 55 E
1301 0 E
1241 55 E
1301 6 E
1186 49
1295 6
1137 55
1082 29
1289 65
1053 24
1224 61
Bill
Meter
Dial Co St
Code
Number
No Cd Fg
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
1007023274
1
W02
47798222
2
W02
1007023274
1
W02
47798222
2
* * * ** Inquiry Printed * * * **
Date: 10/04/07
Time: 09:34:21
User: deborahl
Ldev: 37
Account 30- 28720.01
Name HOMESTEAD ASSISW
Sery Addr: 408 W MAIN
Phone . (208) 359 -9508
Active Flag Accoun
Final Flag Accoun
Service Flag: Accoun
City Code I Deliq
Priority Cd Paymen
Tax Flag Energy
No of Dwell 1 Turn 0
Balance Current Past Due New Bal
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
145.88 145.88 145.88
APP Bal New APP BAL
---- - - - - -- ---- - - - - --
•
Date: 10/04/07
Time: 09:35:25
Page: 1
Bad Debt:
09/30/07
09/14/07 - 130.87
05/15/05
Scan Line
M Credit Rate
Last Bill
Last Pymt
Start Date
Dis Date
Restart
Trans Acct
Proj APP
80.44
Deposits Deposit Int Deposit Owed Req Deposit
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
Remain Fix Winter Avg
MT Curr Usage Prior Use 2nd Prior Curr Year Last Year 2 Years Ago
-- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
204.00 178.00 187.00 749.00 464.00 502.00
Bill
LIVING
Period
Billing Group
Group
Period
Per
- - --
Date
-- - - - - --
t
Type
Amount
t
Class
0709
t
Status:
WATER
Class
---- - - - - --
145.88
---- - - - - --
t
Type
* *PAYMENT **
Assist
ff
Flag
APP Bal New APP BAL
---- - - - - -- ---- - - - - --
•
Date: 10/04/07
Time: 09:35:25
Page: 1
Bad Debt:
09/30/07
09/14/07 - 130.87
05/15/05
Scan Line
M Credit Rate
Last Bill
Last Pymt
Start Date
Dis Date
Restart
Trans Acct
Proj APP
80.44
Deposits Deposit Int Deposit Owed Req Deposit
---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
Remain Fix Winter Avg
MT Curr Usage Prior Use 2nd Prior Curr Year Last Year 2 Years Ago
-- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - --
204.00 178.00 187.00 749.00 464.00 502.00
Bill
Period
Billing Group
Group
Period
Per
- - --
Date
-- - - - - --
Usage
-- - - - - --
Description
----- - - - - -- ----
Amount
Total
Payments
0709
09/30/07
204
WATER
- - - - --
145.88
---- - - - - --
145.88
---- - - - - --
09/14/07
* *PAYMENT **
- 130.87
0708
08/31/07
178
WATER
130.87
130.87
08/13/07
* *PAYMENT **
- 136.07
0707
07/31/07
187
WATER
136.07
136.07
07/20/07
* *PAYMENT **
- 119.91
0706
06/30/07
159
WATER
119.91
119.91
06/12/07
* *PAYMENT **
-40.29
0705
05/31/07
21
WATER
40.29
40.29
0704
04/30/07
WATER
0.00
0703
03/31/07
WATER
0.00
0702
02/28/07
WATER
0.00
0701
01/31/07
WATER
0.00
0612
12/31/06
WATER
0.00
0611
11/30/06
WATER
0.00
0610
10/31/06
WATER
0.00
10/13/06
* *PAYMENT **
- 108.50
0609
09/30/06
151
WATER
108.50
108.50
09/15/06
* *PAYMENT **
-89.16
0608
08/31/06
115
WATER
89.16
89.16
08/15/06
* *PAYMENT **
-91.85
0607
07/31/06
120
WATER
91.85
91.85
07/17/06
* *PAYMENT **
-36.00
0606
06/30/06
16
WATER
36.00
36.00
06/15/06
* *PAYMENT **
-54.80
0605
05/31/06
51
WATER
54.80
54.80
0604
04/30/06
WATER
0.00
0603
03/31/06
WATER
0.00
0602
02/28/06
WATER
0.00
Account
Balance
145.88
0.00
130.87
0.00
136.07
0.00
119.91
0.00
40.29
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
108.50
0.00
89.16
0.00
91.85
0.00
36.00
0.00
54.80
0.00
0.00
0.00
-Account �: 30- 28720.01 WMESTEAD ASSISTED LIVING . Page: 2
Bill
Per Date
0601 01/31/06
0512 12/31/05
0511 11/18/05
0510 10/31/05
10/12/05
0509 09/30/05
09/13/05
Period Billing Group
Group
Period
Usage Description
Amount
Total
WATER
4884
0.00
WATER
4538
0.00
RECEIVED ON
-33.32
-33.32
WATER
33.32
33.32
RECEIVED ON
-83.26
-83.26
WATER
83.26
83.26
RECEIVED ON
- 109.57
- 109.57
Per Reading Mt Beginning Ending
No Date Ty Reading Reading
0708
08/16/07
4884
5062
0707
07/17/07
4697
4884
0706
06/18/07
4538
4697
0705
05/16/07
4517
4538
0704
04/20/07
4517
4517
0703
03/29/07
4517
4517
0702
02/15/07
4517
4517
0701
01/15/07
4517
4517
0612
12/15/06
4517
4517
0611
11/29/06
4517
4517
0610
10/16/06
4517
4517
0609
09/20/06
4366
4517
0608
08/16/06
4251
4366
0607
07/19/06
4131
4251
0606
06/16/06
4115
4131
0605
05/18/06
4064
4115
0604
04/14/06
4064
4064
0603
03/15/06
4064
4064
0602
02/15/06
4064
4064
0601
01/15/06
4064
4064
0512
12/15/05
4064
4064
0511
11/18/05
4064
4064
0510
10/19/05
4053
4064
0509
09/15/05
3949
4053
* * * ** Inquiry Printed * * * **
Adjusted Rd Bill
Usage Fg Code
---- - - - - -- -- - - - - --
178 1SPRK
187 1SPRK
159 1SPRK
21 1SPRK
0 E 1SPRK
0 1SPRK
0 E 1SPRK
0 E 1SPRK
0 E 1SPRK
0 E 1SPRK
0 1SPRK
151 1SPRK
115 1SPRK
120 1SPRK
16 1SPRK
51 1SPRK
0 1SPRK
0 1SPRK
0 E 1SPRK
0 E 1SPRK
0 1SPRK
0 W02
11 W02
104 W02
Account
Payments Balance
---- - - - - -- ----- - - - - --
0.00
0.00
0.00
33.32
0.00
83.26
0.00
Meter
Dial Co St
Number
---- - - - - --
No Cd Fg
- - -- -- --
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
47798223
1
Date: 10/04/07
Time: 09:35:25
User: deborahl
Ldev: 37
e Aug. 21. 2007. 2; 25PM •
y
P, YIVH
Engineering Inc.
• No.4215 P. 2/3
0700343
Homestead Assisted Living
Electrical Addendum
Homestead Assisted Living Center
Aug. 21, 2007
1. Sheet E -5, Main Level Plan. Connect circuiting between fan coil tent FC -7 in Bedrm-
112A, to fan coil unit FC -25 in laundry 113.
2. Sheet E4, provide additional fire alarms system smoke detectors in the following rooms/
areas. Conf Rm. 102, Pantry 105, Riser Rm. 135, Laundry Rm. 113, Offices 202 & 203,
1VMech- Rm.- 204, and Waiting Rm. 201.
3. Sheet E -4, Provide an additional fire alarm system pull station at top of stairs, at upper
level.
4. Sheet E -4, Circuit the Fire Alarm Control panel (FACP) and the sprinkler system water
gong, to spare 20 Amp 1 -Pole breaker in Panel "E'', circuit E -8.
S. Sheet E -4, Provide interlock and necessary relays, etc, for connection to a fire suppression
system, in the Kitchen hood. This hood / system, is described elsewhere in this addendum
as part of the mechanical- Electrical Contractor to provide necessary relays, etc, to
interconnect the suppressions system to the fire alarms systern, for proper operation.
6. Sheet B4, As shown on the fire alarm system riser diagram, on this sheet, note the
circuit shown going back to the main telephone board. This circuit is for an owner furnished
and installed auto dialer, complete with subscription to a owner selected monitoring
agency, or the local fire dept. The dialer to notify the prescribed agency upon fire alarm
activation. Coordinate with owner.
7. Sheet E -3, ,Main Level Plan — Power. In Kitchen 104, Note calling out the circuit
connection to the exhaust hood above range, is for the hood lights only. EIectrical
contractor to provide a separate 120 volt circuit, to a roof mounted, Exhaust Fan EF -24.
(See mechanical Addendum item). Provide a W.P. thermal overload switch at fan, on
roof, with a 1 /4" conduit 2# 12 down to a control switch in Kitchen area, Exact switch
location to be field determined. (label switch). Circuit fan into Panel - "H ", circuit H-3
pERM All E�IT D_OCUM,E N7
END OF ELEC TRICAL ADDENDU10rigination Data: f ►
D E C E 9 W E Completion Date: 1
DO NOT DESTROY
AUG 2 3 2007 P(g ORAGE ARCHIVES
#I AgAbdrg geeerds MdhAq@" bflk
POCATE -LO, IDAHO 83201 1203) 232 -4436 FAX ( 208) 232 -1435
Aug, 21. 2007 2:25PM • • No. 4215 P. 1/3
Nielson • $od* &AssocWes PA
I Df Architects Addendum #2
990 John Adams Parkway • PQ. Box 2212 •Idaho 1±a4 ID 83403 -2212 • Telephone 208/522 -8779 • Fax 208/522 -8785
21 August 2007
This Addendum, applicable to work designated herein shall be understood to be and is an
Addendum and as such shall be part of and included in the Contract
To all bidders for furnishing all labor and materials necessary for:
HOMESTEAD ASSISTED LIVING CENTER
REXBURG, IDAHO
Failure to acknowledge receipt of this Addendum on the bid proposal form may result in
rejection of your bid.
Electrical Items
1. See attached items from Payne Engineering, Inc. dated 21 August 2007.
M echanical Items
1. See attached items from. Engineered Systems dated 21 August 2007.
END OF ADDENDUM NO.2
Page 1
AUGAug_ 21. 2 O O ) 2: 2 5.PMVGINEERSI TEMS 208- 233 -0529 • T -CIN 42 P.. 3
� 6 ,
HOMESTEAD ASSISTED LIVING
ADDENDUM
1. 21 1316 1.3.A.2 - Also submit Fire Sprinkling Shop drawings to Idaho Department of
Health and Welfare.
2. 21 1316 2. LB Pipe - Pipe may be black iron, schedule 10 as allowed by NFPA -13.
Domestic or imported pipe and fittings are acceptable
Drawinos
3, Sheet M1.0 Delete EF - 24 in Kitchen 104. Install kitchen hood over range equal to
Greenheck GREW Type I Baffle Filter Exhaust - size 37 "x39 "x24" deep
complete with light and Ansul Fire Protection System.
4. Sheet M3.0 Exhaust Fan Schedule
Delete EF -24. New EF -24 to be equal to Crreenheck CUBE- 101HP 4.
462 CFM @ .878 SPe 1/4 HP 120/60/11725 RPM with sloped roof curb,
and 8xg duct down to kitchen hood. Duct to be wrapped with l hour z ated
fire duct wrap.
S. Sheet P 1.0 Fixture Schedule P - 10 sink shall be May Model LTR 5422 -1 0.
Prior Approval s
233114
Dampm - Pottorff
233713
Louvers - Pottorff
238238
Electrical Radiant Heaters - Indeeco
SEP -20 -2007 08:26
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To:3593024
E
Page:4 /13
D
0700343
SUBMIHomestead Assisted Living Center
Job Title: HOMESTEAD ASSISTED LIVING
Engineer.
ENGINEERED SYSTEMS ASSOCIATE
Contractor.
HEI
Elevation: (ft)
4,500
Date:
09/18/07
Submitted By:
Mike Nguyen
TECHNICAL AIR PRODUCTS 1
1410 EAST IRON EAGLE DRI
EAGLE 83616
US
Phone: (208)377 -2071
Fax: (208)378 -8266
Email Address mnguyen@techairprod.com
PERMANENT DOCUMENT
Origination Date: o --
Com Ietion Date: Q 1 2- 1 0 9
DC NOT DE STROY
LOCAL STATE
STORAGE ARCHIVES
:to* 0 RW&U g Rees MS Management-
.�� u u is
SEP 2 0 2007
CITY OF REXBURG
& GREENHECK
Building Value in Air.
P.O. Box 410 Schofield, WI 54476 (715) 359 -6171 FAX (715) 355-2399 www.greenheek.com
CAPS 3,4,1,4 $ACAPS\Jobe1M0MESTEA0 ASSISTEC LIVING.gcj Page 1 of 10
SEP -20 -2007 08:26
From:20847374
To:3593024
•
Pa se: 5 /13
r-O GREENHECK Printed Date: 9/18/2007
Build;ng Value ;n Air. Job: HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
GHEWType I, Baffle Filter Exhaust Only Wall Canopy
STANDARD CONSTRUCTION FEATURES
Kitchen Ventilation hood(s) shall be of the Type I, exhaust only wail Canopy suitaule for all types of cooking applications. The hood(&) shall be U L I -isted
for 400 F, 600 F, or 700 F rated cooking appliances. Make -up shall be independently provided
The hood(s) exterior shall be constructed of a minimum of 18 ga stainless steel with a #4 Kool line finish. The hood(s) shall be constructed using the
standing seam method for optimum strength. Front panels shall be of single wall construction. An integral 3 in air space is provided to moot NFPA 96
clearance requirements against limited combustible walls. All seams, joints and penetrations of the hood enclosure shall be welded and/or liquid tight.
Lighter material gauges, alternate material types and finishes are not acceptable. All unexposed interior surfaces shall be constructed of a minimum 18 ga
corrosion resistant steel Including, but not limited to ducts, plenum, and brackets.
SELECTED OPTIONS & ACCESSORIES
Incandescent Light Fixtures - Quantity of 1 - 20 footcandies
Enclosure Panels - Height (in) = 6
Duct collar with 1 In mounting flange.
Grease Cup mounted on right end of hood.
Integral 3 in air space on back of hood
U.L. Listed without Fire Damper
Aluminum Fillers
Hood to be mounted 76 in after the finished floor,
18 ga Type 430 Stainless Steel Where Exposed
Switch(s) (LF), Light, Exh. Only, Mounted, Hood Mtd., Right End
DESCRIPTION
PERFORMANCE (Elevation 11=400)
All calculations done with a Open at the left end of the hood and an Open at the right end of the hood.
The static losses calculated are intemal to the hood and DO NOT include external losses, such as ductwork.
EXHAUST DATA
Model
I Length (l
Length (in)
Width in
( )
-Height n
_Het 0 )
CHEW
37
39
24
Hood
ti
Section
Len
Total
SP in
Qty
Exhaust Duct
Duct
Velocity
Filter Face
Velocity
Filt Ht.
Qt
Q
(ngth
(CFM
-9 )
Size (in)
(Wmin)
(ft/min)
( )
1fi
2U
Wt. (Ire)
in
in
1 A
37
465
0.382
1
6 X 7 1
1,594
134
20
2
0
96
CAPS 3,4.1.4
SXAPSUobSWOMESTEAD ASSISTED LIVING.90j
Page 2 of 10
SEP -20 -2007 08:26 From:20W7374
To:3593024
•
Pa9e:6 /13
&GREENHECK Printed Date: 9/18/2007
Building Value in Air. Job. HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
Hood ID
1a.5
37
39
C
®� us
NOTES: All dimensions shown are in units of inches
NSF>
...
CAPS 3.4.1.4 8:1CAPSWobs1HOMESTEAO ASSISTED LIVING.gcj Page, 3 or 10
08:26 From:208
To:3593024
•
Page: 7-'13
LM .GREENHEcK Printed Date 91
Building Value in Air. Job: HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
Mark: KH
Hood ID
COOKING EQUIPMENT LAYOUT_ Nnnn 4 e
Tag
Description
Fuel Type
I lace
L 1 )th
D� ;h
1
Open Top Range
Gas
1 2
1 33
30
Calculation N aMod:
Total
`DRAWINGS NOT TO SCALE
CAPS 3.4.1A S :ICAPSUob91N0MESTEAD ASSISTED LIVING,gcj Page 4 of 10
SEP -20 -2007 08:26
From:208147374
C
To:3
Paae:8 -'13
f=GREENHECK Printed Date: 9/1 8/2007
Building value in Air. Job: HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
Enclosure Panel
STANDARD CONSTRUCTION FEATURES
18 gauge number stainless steel panels designed to close off the area between
the top the hood and the Ceiling.
Attach panels to wall
(Fasteners by others)
0.313 in pia. Bolt
NOTES: All dimensions Shown are in units of inches
CAPS 3.4.14
SXAPSUobs1HOMESTEAD ASSISTED LIVING.gei
Front Enclosure
Panel
Page 5 or 10
SEP -20 -2007 08:26
From:20W7374
Pa9e:9 /13
LN GREENHECK Printed Date: 9/18/2007
Building Value inAir Job: HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
LF I-Ights, an
STANDARD CONSTRUCTION FEATURES
A junvion box with toggle switches and stainless steel cover plate
To:3593024
4 5
2.5
OPTIONAL
SUP FAN
1 OLJ OL
115 VOLT
CONTROL ' ( EX
N \ STN l sUP
N
FqN
I \ STR
NOTES: All dimensions shown ere in units of inches
CAPS 3.4.1.4
o N SS _
` 4.5
S:%CAPSWob91MOMESTEAD ASSISTED LIVING,gcj
Page 6 of 10
From:208 47374
&GREENHECK
Building Value in Air.
To:3593024
0
Page: 10/13
Printed Date: 9/18/2007
Job: HOMESTEAD ASSISTED LIVING
Product Type: Kitchen Ventilator
FSSC Fire Suppression System Wet
Chemical
STANDARD CONSTRUCTION FEATURES
FSSC - 7 - 1
NOTES: Must maintain 6 in clearance between top of hood
and pipe connections.
Hood Marks Containad in thin c.,�•o...
Hood Mark
Number of Protected
Appliances
KH 1A
t
DESCRIPTION
Total Flow Points
I Tanks
Tank.,.
7
3
stLtcTED OPTIONS & ACCESSORIES
Mechanical Gas Shut -011 Valve 1 1/2 inch Required
Chrome Appliance Drops
Permit Fee
Mounting Position Right End
• Prepiping of the kitchen hood
• Fuel shut -off device
• One double -pole, dOublill nlioroswitch for electric appliances
• All detectors, links, release mechanism, tank, and fire suppressant agent.
• One manual pull station for remote mounting (This must be in the p alYr of egress,
at to maximum distance of 50 ft feet from the Ansul Auloni
• An ANSUL. tank and release mechanism housed in a Cabrnel,
• Final field hook -up to be performed by a nonunion certified ANSUL distributor.
• Factory Coordination of final system hook -up between jobsite contact and the
assigned ANSUI. distributor.
Notes:
• Hie installation of the mechanical or electrlcal type gas valve is the responsibility
of
the plumbin contractor.
• A double -pole, double -throw mloroswitCh is provided for use with electric
appliances.
I his device also can be used with alarm systems, fan shut down, and electric
solenoid gas valves. The wiring of this device is the responsibillty of the electrical
contractor.
- Permit and Puff test fees.
• Ume trip out to the jobsite is included.
This program applies only to the continental United Slates. For an ANSUL
(rook -up in
Alaska, Hawaii, Canada or any International deslinaliorr, please consu
It Creenheck
for details and ppricinngq
Greenheck HOD b MTD. FIRE CABINET HOOK -UP to consist of:
• Hook -up of detection tines, hook -up of Supply lines, mount & hook -up remote
manual
pull, hook -up mechanical gas valve (if Applicable), charge and tag system.
ANSUL REMOTE MTU. FIRE CABINET HOOK -UP to consist of:
• Hanq automan and additional tanks if mulliple system, hook -up of detection lines,
hook -up of supply lines, mount & (took -up remote manual pull, hook-
up mechanical
gas valve (if Applicable), charge & tag system_
The basic fire suppression system does not include the following:
• Permit and testing tees are not included, unless noted under Selected Options
antl
Accessories.
• Mure than one trip to the Jobslle or special transportation or overnight lodging
requirement in remote areas,
• A shut -off device (shunt -trlp breaker) for electric cookinq equipment.
• Installalion of the gas shut -off valve.
• Special drawings required to satisfy a state or local code.
• Union Labor, Govemmeni Labor, or Prevailing wages required for the final field
hook -up.
• Any and all electrical Connection required to shut down fan(s), electric cooking
equipment, activate an alarm system, etc.
• Any dismantling or reassembly required to gain access to the fire suppression
piping
located on the top of the hood.
• Plan examination fees
• Rough -in conduit for remote pull stahprl 01 gas valve (for flush mounted pull
station).
• Additional remote pull stations.
• Parts or labor required to correct piping due to cooking equipment Changes or
deviation
F1 plams.
- Any charges for missing or additional parts other than those indicated on the
attached
Fire Suppression Detall.
Note.
• The customer is responslbte for and will be invoiced separately lur any additional
wor k
Performed in • The ANSUL fire t
cabinet contains the release assembly that must be mounted
within
60 in of the canopy_
CAPS 3.4.1.4 S:ICAPS1Jobs1HOMESTF-AD ASSISTED LIVING.gci Page 7 of 10
SEP -20 -2007 08:26 From:20W7374
�GREENHECK
Building Value in Air.
To:3593024
C l
Page: 11/13
Printed Date: 9/18/2007
Job: HOMESTEAD ASSISTED LIVING
Product Type: Fan
&A - -G. c A
CUBE
Belt Drive Upblast Centrifugal Roof Exhaust Fan
NOTES: All dimensions shown are in units of inches
Fan weight Is without accessories
DIMENSIONS
g rox, Fan
weight (Ib)
Recommended
RooffWall Opening; (in)
58
14.5 x 14,5
YFKF[aKMANf_G /Cls�is.lww • � � GAA
Tag: CF-24
STANDARD CONSTRUCTION FEATURES
" Aluminum housing " Backward inclined aluminum wheel - Curb Cap with
prepunched mounting holes - Motor and drives isolated on shock mounts - Drain
trough - Ball bearing motors - Adjustable motor pulley - Adjustable motor plate
Fan shaft mounted In ball bearing pillow blocks - Bearings meet or exceod
temperature rating of fan - Static resistant belts - Corrosion resistant fasteners
Hood associated with this product KH
SELECTED OPTIONS & ACCESSORIES
Switch - Noma-11, Toggle, Junction Box Mounted and Wired
Curb GPIP- 19 -G12, 4:12 Pitch
Vented Curb Ext. VCE- 19- G15.25
Heat aaffle
Grease Trop with Drain Connection
'ihing Lugs
JUcUL -762 - "Power Vent. for Rest. Exh. Appliances"
HiNod Curb Cap Kit with Cables
Curb Seal
Dry
Model
Volume
(CFM)
Total
$P (in
wg)
FRPM
Operating
Powei
(hp)
Motor Information it
Size (hp)
V /C /P
Enel.
Motor RPM;
Windings
FLA (A)
1
CUBE- 101HP -4
465
0.872
1,843
0.16
114
1 115160/1
ODP
1725
1
5.8
SOUND
Inlet Sound Power b O ct ave Band
y
Lwa
dBA
$oneS
ALA - Ba on tables I GU or 148 of
National Electrical Code 2002.
LwA - A weighted sound power level, based on ANSI SI A
dBA - A weighted sound pressure level, based on 1 1.5 dB
AMAM,91iN. i
82.5
125
250
50
1000
2000
4000
8000
79
78
70
66
64
60
55
52
89
58
g 8
. 1
�....,,..
mom
MEN ■� ME
.11.
rrw►.nonr.
L 19
" May be greeter depending on motor
SEP -20 -2007 08:27 From:20W7374
To:3593024
C�
Page: 12/13
&GREENHECK Printed Date: 9/18/2007
Building Value in Air. Job: HOMESTEAD ASSISTED LIVING
Product Type; Fan
GPIP F"It Roo C ur b Mark- FF-94
STANDARD CONSTRUCTION FEATURES
- Welded Aluminum (0.064 in) or galvanized (18 ga) construction • Straight
Sided - 2 in mounting Flange * 1 in 3# density insulation • Wood nailer.
Roof Opening - The Maximum roof opening dimension should not be
greater than the "Actual' top outside dimension minus 2 in. With dampers,
the Minimum roof opening dimension should be at least 2 5 in more than
the aamper dimension.
NOTES'
' The Roof Opening Dimension may NOT to the Structural Opening
Dimension.
Height - Available from 12 in to 24 in as specified in 0.5 in increments.
Damper Trays are not available on pitched curbs
Please note that the drawing shown is for Short Pitch Run. If Long Pitch
Run is selected, the Actual W & L and Flange W & L on the curb drawing
would be reversed.
NOTES: All dimensions shown are in units of inches
CAPS 3.4.1.4 S: %CAPSWobs%HOMESTEAD ASSISTED LIVING.gcj Page 9 of 10
17.5 17.5
1 7 \
SEP -20 -2007 08:27
From:20W7374
To:3593024
1�1
Page: 13/13
r7Zj GREENHECK Panted Date: 9/18/2007
Bulldtng value In Ak Job: HOMESTEAD ASSISTED LIVING
Product Type: Fan
VC E Vented Curb x ension Mark- EE-24
STANDARD CONSTRUCTION FEATURES
Welded Aluminum (0.064 in) or galvanized (18 a) construction
Louvered vents to vent heat • Designed to provide required 40 in minimum
discharge height above roof line when used with an 8 in high roof curb and
Greenheck model CUBE fan per NFPA 98.
NOTE: Damper Trays are not available.
18 18
1.5
5.25
2.
19�
19
NOTES: All dimensions shown are in units of incases
CAPS 3,4.1.4
S:ICAP5Wobs1HOMESTEAD ASSISTED LIVING,gcj
Page 10 of 10
Aug.17. 2007 3:07PM
0 •
No- 4138 P. 1/7
Niehoi Bodily &Associates pA
Architects
990 John Adams Parkway - P.O. Box 2212 - Idaho Falls, ID 83403 -2212 • Telephone 2081522 -8779 - Fax 2OW22 - 8785
August 17, 2007
This Addendum applicable to work designated herein shall be understood to be and is an
Addendum and as such shall be part of and included in the Contract.
To all bidders for furnishing all labor and nnaterials necessary for:
HOMESTEAD ASSISTED LIVING CENTER
REXBURG, IDAHO
failure to acknowledge receipt of this Addendum on the bid proposal form may result in
rejection of your bid.
ARCHITECTURAL ITEMS
1. Insert attached Specification Section 311000, Site Clearing in the Project Manual.
2. Insert attached Specification Section 312000, Earthuiovi ng in the Project Manual.
END OF ADDENDUM NO. 1
Addendum #1
PERl1AAI� =1 11 I DOG ¢ N`�
Origination Date:
--- -
Completion Date: C Ce
DO NOT DESTROY
( LOCAL 95TATE
StORAGS 17 ) ,vV"IVES
-04 of Rexburg R ecorde Mamijamomt-
page 1
Aug. 17, 2007 3:07PM No. 4138 P. 2/7
SECTION 311000 - SrM CLEARING
PART I - GENERAL
1.1 SUMMARY
A- This Section includes the following:
I. Clearing and grubbing.
2. Stripping and stockpiling topsoil.
3. Temporary erosion and sedimentation control measures.
1.2 MATERIAL OWNERSHIP
A. Except for stripped topsoil or other materials indicated to remain Ownads property, cleared materials shall become
Contractor's property and shall be removed from Project site.
1.3 PROJECT CONDITIONS
A. Traffic: Minhnize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during
site- clearing operations.
1. Do not close or obstruct sheets, walks, or other adjacent occupied or used facilities without permission. from
Owner and authorities having jurisdiction.
2- Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.
$. Utility Locator Service: Notify utility locator service for area where; Project is located before site clearing.
C. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in Place-
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A_ Satisfactory Soil Materials: Requirenwats for satisfactory soil materials are specified in Division 31 Section "Earth
Moving."
I . Obtain approved borrow soil materials off-site when satisfactory soil materials are not avaiI le on -site-
PART3- EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance during construction.
13. Locate and clearly flag hoes and vegetation to remain or to be relocated.
C. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable to Owner.
3.2 TFM'OR" Y' EROSION AND SEDIMENTATION CONTROL
A. Provide temporary erosion and sedmumtation control measures to prevent soil erosion and discharge of soil - bearing water
runoff or airborne dust to adjacent properties and walkways, according to a sediment and erosion control plan, specific
to the sits, that complies with EPA 832/12 -92-005 or requirements of authorities having jurisdiction, whichever is more
stringent
B- Inspect, repair, and maintain etosm and sedimentation control measures during construction until permanent vegetation
has been established.
C. Remove erosion and seditnentation controls and restore and stabilize areas disturbed during removal.
33 UTILITIES
Homestead. Assisted Living Center July 2007 311000
0727 -93 -1743 1 SITE CLEARING
Aug.17. 2007 3:07PM No. 4138 P. 3/7
A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted Under the
following conditions and then only after arranging to provide temporary utility services according to requirements
indicated:
1. Notify Architect not lass than two days in advance of proposed utility interruptions.
2. Do not proceed with utility interruptions witlwat Arehiteces written permission.
3.4 CLEARING AND GRUBBING
A. Fill depressions caused by clearing and grubbing operations with satisfactory soil material Unless f weld excaysrtion or
earthwark is indicated.
1. Place fill material in horizontal layers not exceeding a loose depth of 9 inches, and compact each layer to a
density equal to 4acent original ground.
3.3 TOPSOIL. STRIPPING
A. Remove sod and grass before stripping topsoil.
B. Ship topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other
waste materials.
C. Stockpile topsoil materials away from edge of excavations without i„tesmi Ong with subsoil. Grade and shape stockpiles
to drain surface water- Cover to prevent windblown dust.
3.6 DISPOSAL
A. Disposal: Remove surplus soil pneUtrial, Unsuitable topsoil, obstructions, demolished materials, and waste materials
including trash and debris, and legally dispose of them off Owner's property-
END OF SECTION 311000
Homestead Assisted Living Center July 2007 311000
0727 -93 -1243 2 SITE CLEARING
Aug.17. 2007 3;07PM • No-4138 P. 4/7
SECTION 312000 - EARTH MOVING
PART 1- GENERAL
Li l SUMMARY
A. This Section includes the following=
1. Preparing subgrades for slabs -an- grade, walks. pavements. lawns and grasses, and exterior plants_
2, Excavating and backxlling for buildings and structures.
3. Drainage course for slabs -on -grade.
4. Subbase course for concrete pavements.
5. Subbase course for asphalt paving_
1.2 DEFINITIONS
A. Baekttll: Soil material used to fill an excavation.
1 _ Initial Backfill: Backfili placed beside and over pipe in a trench, including haunches to support sides of pipe.
Z_ Final Backffll: Back6ll placed over initial backfill to fill a trench.
B. Base Course Course placed between the subbase course and hot -mix asphalt paving.
C. Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.
D. Borrow Soil: Satisfactory soil imported from off -site for use as fill or backfill.
E. Drainage Course: Course supporting the slab -on -grade that also minimim upward capillary flow of pore water.
F. 'Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated,
1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and
dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid
for according to Contract provisions changes in the Work
2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions
without direction by Architect_ Unauthorized excavation, as well as remedial work directed by Architect, shall
be without additional compensation.
G_ Fill: Soil materials used to raise existing grades.
H, Structures: Buildings„ footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances,
or other man -made stationary fcatures constructed above or below the ground surface.
L Subbase Course: Course placed between the subgrade and base course for hot -mix asphalt pavement, or course placed
between the subgrade and a cement concrete pavement or a cement concrete or hot -mix, asphalt walk.
I_ Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or ball inurrediately
below subbase, drainage fill, or topsoil materials.
IC Utilities: On�site underground pipes, conduits, ducts, and cables, as well as underground services within buildings,
1.3 PROJECT CONDI'T'IONS
A. F- xisting Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing
by Architect and then only after arranging to provide temporary utility services according to requirements indicated.
PART 2- PRODUCTS
2.1 SOIL MATERIALS
A. Gencnd; Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.
B_ Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, or a cornbination of these
groups; free of rock or gravel larger than 6 inches in any dimensim debris, waste, fm—r materials, vegetation, and other
deleterious matter_
Homestead Assisted Living Center July 2007 312000
0727 -93 -1243 1 EARTHMOVING
Aug. 17. 2007 3:08PM • • No. 4138 P. 5/7
C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, A&. OL, CIS MR OR and PT according to
ASTM D 2487, or a combination of these groups.
I. Unsapgfactory soils also include satisfactory soils not maintained 'within 2 percent of optimum moisture content
at time of compaction.
D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or
crushed sand; ASTM D 2940; with at Least 90 percent passing a l- 1l2 -inch sieve and not more than 12 percent passing
a No. 200 sieve.
E. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed
sand; ASTIvt D 2940; with at least 95 percent passing a 1 -1/2 -inch sieve and not more than 8 percent passing a No. 200
sieve.
F. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gavel, crushed stone, and natural, or
crushed sand; ASTM D 2940; wvitit at least 90 percent passing a 1 -1 12 -inch sieve and not more than 12 Percent passing
a No. 200 sieve.
G. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or
crushed sand; ASTM D 2940; except with 100 percent passing a 1 -bKh sieve and not more than 8 percent passing a No.
200 sieve.
14. Dr ainag e Course: Narrowly graded mixture of crusted stone, or crushed or uncnushed gravel; ASTlv1 D 448;
coarsaaggegffie grading Size 57; with 100 percent passing a 1 -1/2 -inch sieve and 0 to 5 percent passing a No. 8 sieve.
2.2 ACCESSORIES
A Wanting Tape: Acid- and alkali- resistant polyethylene film warning tape manuiactuured for marking and identifying
underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility-
PART 3 - EXECUTION
3.1 MEPARATION
A. Protect stnuatuaes,, utilities, sK*w4U pavements, and other facilities from darntage caused by settlement, lateral
movement; undermining, washout, and other hazards created by earthwork operations.
B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and
deleterious materials from ground surfnee is specified in Division 31 Section "Site Clearing."
C. Protect and maintain erosion and sedimentation controls, which are specified in Division 31 Section "Site Clearing."
during earthwork operations.
3.2 EXCAVATION
A. Unclassified Excavat ion: Excavate to subgrade elevations regardless of the character of sunfce and subsurface conditions
encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the
Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions_
1. If excavated materials intended for fill and baakfill include unsatisfactory soil materials and rockk, replace with
satisfactory soil tnattrials.
3.3 EXCAVATION FOR STRUCTURES
A. Excavate to indicated elevations and dimensions within a tolerance of phis or minus 1 inch. If applicable, extend
excavations a sufficiart distance f3+om structures for placing and removing concrete formwwork, for installing services and
other constmajon, and for inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to fmsl
fide just before placing conarexe reinforcemeti . Trim bottoms to required lines and grades to leave solid base
to receive other work-
3 -4 EXCAVATION FOR WALKS AND PA NTS
A. Excavate surfaces under walks and pavements to indicated tines, cross sections, elevations, and subgrades.
3.5 SU DMADf? INSPECTION
Homestead Assisted Living Center ruly 2007 312000
0727 -93 -1243 2 EARTHMOVING
Aug.J7, 2007 3:08PM 0 . No. 4138 P, 6/7
A. Proof roll subgrade below the building slabs and pavements with heavy pncumaticrtired equipment to identify soft
pockets and areas of excess yielding. Do not proof -roll wet or saturated subgrades.
B. Reconstruct subgrades damaged by freezing tcmperaturts, frost, rain, accumulated water, or construction activities, as
directed by Architect, without additional compensation.
3.6 UNAUTHORIM EXCAVATION
A. Pill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation
or footing to excavation bottom, without altering top elevadom Iran concrete fill, with 28 -dap compressive strength of
2500 psi, may be used when approved by Architect
1. Fill unauthorized excavations under other construction or utility pipe as directed by Architect..
17 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape
stockpiles to drain surface water. Cover to prevent windblown dust_
I . Stockpile soil materials away from edge of excavations_ Do not store within drip line of remaining trees.
3.9 SOIL FILL
A. Plow, scarify, bench, or break up sloped smfacos steeper than 1 vertical to 4 horizontal so fill material will bond with
existing material.
I3. Place and compact fill material in layers to required elevations as follows.
I. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
3. Under building stabs, use engineered fill.
4. Under footings and foundations, use engineered fill_
3.9 SOIL MOISTURE CONTROL
A- Uniformly moisten or aerate subgrade and each subsequent all or backfill soil layer before compaction to within 2 percent
of optimum moisture content.
1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice.
2. Remove and replace, or scarify and air dry otherwise satisfactory soil material than exceeds optimum moisture
content by 2 percent and is too wet to compact to specified dry unit weight.
3.10 COMPACTION OF SOIL BACKFILLS AND FILLS
A- Place backfrll and fill soil materials in layers not more then $ inches in loose depth for material compacted by heavy
compaction equipment, and not more than 4 inches in loose depth for material compacted by hand- operated tampers.
B. Placc backfill and fill soil materials evenly on all sides of stnrctrres to required elevations, and uniformly along the Bull
length of each strttciuue.
C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to
ASTM D 1557:
1 _ Under structures, building slabs, steps, and paveme ts, scarify and r ecompact top 12 inches of existing subgrade
and each layer of backfiill or fill soil material as 95 percent_
2. Under watkwalrs, scarify and recompact top 6 inches below subgrade and compact each layer of bacldill or fill
soil material at 92 percent.
3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of
baekfili or fill soil material at 115 percent
3.11 GRAVING
A. General: Uniformly grade areas to a Smooth surface, free of irregular surface changes. Comply with compaction
requirements and grade to cross sections, lines, and elevations indicated.
B. Site Grading: Slope guides to direct water away from buildings and to prevent ponding. Finish subgrades to required
elevations within the following tolerances:
1. Lawn or Unpaved Areas: Plus or minus I inch.
Homestead Assisted Living Center July 2007 312000
0727-93 -1243 3 EARTHMOVING
Aug. J7. 2007
3:08PM No. 4138 P. 7/7
0 0
2. 'Walks: plus or minus 1 inch
3_ Pavements; Plus or minus'/ inch.
C.
Grading inside Building Lines. Finish subgmde to a tolerance of `h inch when tested with a 10 -foot straightedge,
3.12
SUBBASE AND BASE COURSES
A.
Place subbase course on subgradm fire of mud, frost, snow, or ice.
B.
On prepared subgrade, place subbase course under pavements and walks as follows:
1. Shape subbase course to required crown elevations and cross-slope grades_
2. Compact subbase coarse at, opt moisture content to required grades, lines. cross sections, and thickness to
not less than 95 percent of maximum dry unit weight according to ASTM D 1557,
3.13
DRAINAGE COURSE
A.
Piece drainage course on subgrades free of mud, frost, snow, or ice.
B_
On prepared subgrade, place and compact drainage course under cast -in -place concrete slabs -on -grade as follows:
1. Place drainage course that exceeds 6 inches in compacted thickness in layers of equal thickness, whir no
compacted layer more than 6 inches thick or less than 3 inches thick.
2. Compact each layer of drainage course to required cross sections and thicknesses to not less than 95 percent of
maximum dry unit weight according to ASTM D 698.
3.14
FIELD QUALITY CONTROL
A.
Testing Agency: Owner will engage a qualified independent geotechnical engineering testing agency to perform field
quality - control testing
B. Allow testing agency to inspect and test subgrades and each fill or backfili layer. Proceed with subsequent earthwork
only alter test results for previously completed work comply with requirements.
C. Footing Subgrade: At foodrig subgrades, at least one test of each soil shatmn will be performed to verify design bearing
capacities. Subsequent verification and approval of other footing subgades may be based on a visual comparison of
subgrade with tested subgradc when approved by Architect.
D. Testing agency will test compaction of soils in place acca ding to ASTM D 1556, ASTM D 2167, ASTM D 2922, and
ASTM D 2937, as applicable.
E_ When testing agency reports that subgtades, fi11s, or baekfilIs have not achieved degree of compaction specified, scarify
and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is
obtained.
3.15 PROTECTION
A. Protecting Graded Areas: protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.
$_ Repair and reestablish grades to specified tolerances whore completed or partially completed surfaces become eroded,
rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.
C_ Whore settling occurs before Project corrttlion period elapses, remove finished surfacing, backfill with additional soil
material, compact, and reconstruct surfacing_
1. Rrsfis►rc appearance, quality, and cmdition of finished surfacing to match adjacent work, and eliminate evidence
of restoration to greatest extern possible.
3.16 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A- Disposal_ Remove surplus satisfactory soil and waste material, including UnsafisfactwY soil, trash, and debris, and legally
dispose of it off Owner's property.
END OF SECTION 312000
Homestead Assisted Living Center .duly 2007 312000
0727 -93 -1243 4 EAR1" IWOVING
— s/:Sep
G&S STRUCTURAL ENORS 0 i NIELS[No, 4796.Y P. 5/6 /ool
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Telephone: (208) 523 -6918
E-mail: ga fteengineers.net
Fax. (200) 623.6922
ber 27, 2007
Mr. Dave Genetti
Nielson Bodily & Associates
990 John Adams Pkwy
Idaho Fails, ID 83401
Re: xI.�
Rexburg, Idaho
Dear Mr. Genetti,
This letter is in response question 01 stated in the fetter from the Rexburg Building Department regarding the
above referenced project dated September 25, 2007, Please reference their letter for the question.
The 50 PSF loading that the building department's comment references is not for an assembly area.
The loading is fortho upper level floor which contains a mechanical room and two offloes, as can be
noted on the architectural drawings, Any ao all potential assembly areas are located on the ground
floor which will be a slab on grade and can easily support the required 100 PSF loading,
The drawings on sheet 81.1 state that the slab on grade is designed for a 104 PSF load, This same
drawing also states that the attic trusses (oTce area) are to be designed for a 50 P3F live load and a
20 PSF partition load,
If there are any questions or if I can be of further assistance please don't hesitate to contact me
Sincerely,
�NENT D 120
Origination Date: a o
Corripletion Date:
DO NOT DESTROY; �� P
LOCAL STAT4VES
31& 0
STORAGE
-City of Rexburg Records Managem
Mark D. Andrus, PE
28. 2007; 9; 00AiK8523ss22
i
Sep, 28. 2007 9,OORM
195 -0'
N PARKING LAYOUT
scAl^I =: I _ 20'
Nielson ; : Bodily & Associates P.A.
�.
Arebitects
B9O John Name !;;, Mk Bar =A map k M 8NO
. u T819pk91De P.A9� -�677� �r 2�/GP2-B7$S
NM PARIM LAYauT
No, 4796 P. 6/6
LANAI.
EA5Etl9NT
u2m PROIWT Na
SEFTEMM? 27, 2007 1 0727-93-I
SCAM
10, = 20'
DRAWJNG Na
SDI. 1.1
0 0
S 4 Schiess & Associates
ENGINEERING • PLANNING • LAND SURVEYING
7103 SOUTH 45TH WEST, IDAHO FALLS, ID 83402 REXBURG, ID
OFFICE: (208) 522 -1244 • FAX: (208) 522 -8232 OFFICE: (208) 356 -6082 • FAX: (208) 356 -6488
Scott Nielson September 28, 2007
Nielson Bodily
PO Box 2212
Idaho Falls, ID 83403
Re: Homestead Assisted Living — Finished Floor Elevation
Schiess Project No. 07138
Mr. Nielson:
This letter is written in response to issue #3 in the City of Rexburg's letter dated
September 25, 2007 regarding the Homestead Assisted Living Center project.
The IBC code 1805.3 does not appear to apply to the Homestead site as the proposed
building does not lie on or adjacent to the slopes over 33.3 %.
We are comfortable with the runoff grading on our site design. Please call if you have
any questions.
Sincerely,
Chris A. Park, PE
Copy to: Val Christensen, City of Rexburg
ply y� �,:CIM
ENT
Origination Date:. 9� °�---
Completion lat �- e-- -
DO N01 DESTROY
LOCAL STATE
STORAGE ❑ ARCHIVES
-City of Rexburg Records Management-
Sep 2G 2007 1:02PM �LASERJET FAX p.1
. PAGE 01 OF 2 . .
M ATE RIALS REVISION DATE 9125f='/
CADW s = COMPumR%D ESKTOPIMTI FAX
TESTING £� COVERMHOMESTEAD SCO °E OF
SERVICES.00C
INSPECTION
o Environmental Services o GLoiechnical Engineering o Construction Materials Testing o Special Inspections
VAL CHRISTENSEN, BUILDING OFFICIAL
CITY OF REXBURG BUILDING DEPT.
P.O. Box 280.
Rexburg, Idaho 83440
Re: Scope of Testing and Inspection Services for the
Proposed Project: , s
Dear Mr. Christensen,
The scope of services has been prepared for your review and evaluation.
PHONE: 359-3020
FAY: 359 -3024
The scope of services is based on a conversation with the architect of record, our review of plans, specifications,
similar projects and City of Rexburg requirements.
11,030 SF Wood framed structure - The Scope of Services includes; 1) concrete testing and inspection, 2)
Soils testing & Inspection, 3) Structural Steel & Welding
• Concrete — "Special Inspection" of concrete is required. Structural concrete will be tested at intervals
of one set of 4 concrete cylinders for each 150 cubic yards or fraction thereof of each concrete mix
placed each day. In addition, MTI will inspect the reinforcing steel and bolts installed in concrete.
• Soils — Structural fill placement and monitoring will be performed throughout the project.
• Structural Steel — "Special Inspection" of welded and/or bolted connections is required. Periodic
visual welding inspection will be performed on all field welds. Bolted connections will be inspected in
accordance with the project specifications and applicable codes.
It is MTI's intention that our services will- complement your efforts towards maintaining the highest standards
of quality. Please let us know if you require additional information. We look forward to working with you on
this project.
Respectfully Submitted NT
Materials Testing & Inspection, Inc. Origination Date' O
Completion Date:.____ -
DO NOT DESTROY
CA 0 ARCHIVES
L s'TATE
LO
()AL
Dan King,
Eastern Idaho Division Manager
CC: Scott Nielson; Nielson Bodily & Associates
SEP 26 2007
CITY OF REXBURG
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other: 7-3q)
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Dan King
Inspection Date: October 10, 2007
As requested, MTI performed density testing in accordance with current applicable standards. Required
compaction is 95 %. The results obtained are as follows:
Test Location & Depth Wet Percent
Dry Mat'l. %
Pass/
# Density Moisture
Density Type Comp.
Fail
*All tests taken using Direct Transmission method at 8"
Center of north and south running footing located 55'8"
1 west of southeast building corner, south side of building, at 116.2 4.1
111.6 A 95
Pass
bottom of footing
2 South footing line funning east to west, approximately 75'
123.3 8.6
west of southeast building corner
113.5 A 96
Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: A: 118.Opcf @ 14.7% On -site — silty sand with gravel
ASTM D -1557
Gauge Information:
MTI# ,17 ; Make & Model:ICPNMC -1 Serial #: M19123941 Standard Counts: DS:;
2590 MS: 731
If there are questions concerning this report (rpt001md.doc), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(cDmti- id.com Website: www.mti - id.com
cp MATERIALS
TESTING &
INSPECTION
•
PAGE #1 OF 1
REVISION DATE 10/16/2007
R: \EASTERN
IDAHo\2007REPORTS
HOMESTEAD ASSISTED
LIVING \RPT002RC.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Troy Posio
Inspection Date: October 11, 2007
REINFORCED CONCRETE INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Inspected reinforcing steel placement at stem walls at 54' west and from 9' south to 30' south, from 54' west to
99' west, 30' south, 99' west, 9' south to 30' south of southeast corner of building, and from northwest corner
of west wing to 72' east of northwest corner.
Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump
test. Observed placement and consolidation of 9 cubic yards of Walters Concrete mix #180 placed at the
locations noted above, and cast one set of four cylinders.
Cylinders: #73086 - #73089
Work inspected was in compliance with project plans and specifications.
If there are questions concerning this report (rpt002rc.doc), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
P ERM�4NENT P - CL uMENT
®rigination Date:
Completion Date
DO NOT DESTROY ______
a LOCAL r� STATE
STORAGE 0 ARCHIVES
-City Of Rexburg Re-)-k A
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti al)mti- id.com Website: www.mti- id.com
MATERIALS D -2922 Density moil d RE PAGE VISION
DATE 0/16 /200
y and
TESTING & Soil- Aggregate in Place by Nuclear HOMESTEADASSIISTEDE70202C-
INSPECTION Methods (Shallow Depth) LIVING \RPT003MD.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Troy Posio
Inspection Date: October 12, 2007
As requested, MTI performed density testing in accordance with current applicable standards. Required
compaction is 95 %. The results obtained are as follows:
Test
Location & Depth
Wet
Percent
Dry
Mat'l.
%
Pass/
#
Density
Moisture
Density
Type
Comp.
Fail
*All tests taken using Direct Transmission method at 8"
1
Footing trench over - excavation, at 6' below bottom of
footing: 36' west of northeast corner of north wing
137.4
5.7
130.0
A
95
Pass
2
45' west of northeast corner of north wing
137.3
6.6
128.7
B
96
Pass
3 33' west of northeast corner of north wing 135.6 6.6 127.1 B 95 Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: A: 137.3pcf @ 6.0% Siepert Pit — silty gravel with sand ASTM D -1557
B: 134.4pcf @ 6.5% 10% rock correction
Gauge Information:
MTI# 19 . Make & Model: Troxler3411 Serial # 9857 Standard Counts DS 1997 MS 480
If there are questions concerning this report (rpt003m1.doc), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
161
Reviewed by: George DuPont
Corporate Construction Services Manager
PERMANENT-DOCUM
Origination Date: 1 0 0 - 1 _
Completion Date: 41 .jo_�)_
DO NOT DESTROY
FOCAL STATE
STORAGE ARCHIVES
City of Rexburg Records Management-
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimt0)mti- id.com Website: www.mti - id.com
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project #: 0727 -93 -1243
Project Manager: Dan King
Inspector: Jared Russell
Inspection Date: October 24, 2007
REINFORCED CONCRETE INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Inspected reinforcing steel placement at pier footings on east side of building.
Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump
test. Observed placement and consolidation of 8 cubic yards of Walters Concrete mix #180 placed at the
location noted above, and cast one set of four cylinders.
Cylinders: #73264- #73268
Work inspected was in compliance with project plans and specifications.
If there are questions concerning this report (rpt005rc.doc), please contact the Project Manager listed above.
Respectfully submitted,
M ATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
CC: Scott Nielson, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Dept; Mark Andrus G & S Structural
Engineering; Dave Thveson, Owner; Jerry Scott, J &S Construction
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(cDmti- id.com Website: vwvw.mti- id.com
PAGE 1
MATERIALS
#1 OF
REVISION DATE 10131/2007
TESTING
R: \EASTERN
IDAHO2007REPORTS\E70202c-
CP
HOMESTEAD ASSISTED
I NSPECTION
LIVING \RPT005RC.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project #: 0727 -93 -1243
Project Manager: Dan King
Inspector: Jared Russell
Inspection Date: October 24, 2007
REINFORCED CONCRETE INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Inspected reinforcing steel placement at pier footings on east side of building.
Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump
test. Observed placement and consolidation of 8 cubic yards of Walters Concrete mix #180 placed at the
location noted above, and cast one set of four cylinders.
Cylinders: #73264- #73268
Work inspected was in compliance with project plans and specifications.
If there are questions concerning this report (rpt005rc.doc), please contact the Project Manager listed above.
Respectfully submitted,
M ATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
CC: Scott Nielson, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Dept; Mark Andrus G & S Structural
Engineering; Dave Thveson, Owner; Jerry Scott, J &S Construction
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(cDmti- id.com Website: vwvw.mti- id.com
PAGE #1 OF 1
MATERIALS ASTM D -2922 Density of�oil and REVISION DATE 1013112007
TESTING & Soil-Ag in Place b Nuclear H OMESTEAD \/ IDAHO \2007REPORTS \E70202c -
J HOMESTEAD ASSISTED
INSPECTION Methods (Shallow Depth) LIVING \RPT006MD.D0C
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept �j Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Jamie Baugh
Inspection Date: October 25, 2007
As requested, MTI performed density testing in accordance with current applicable standards. Required
compaction is 95 %. The results obtained are as follows:
Test Location & Depth
Wet Percent
Dry Mat'l.
% Pass/
#
Density Moisture
Density Type
Comp. Fail
*All tests taken using Backscatter method
1 12' south and 21' west of far southwest corner of building,
122.8 4.2
117.8 A
90 FAIL
at finish grade inside footings
2 16' east and 12' south of far southeast corner of building,
128.1 4.6
122.5 A
93 FAIL
at finish grade inside footings
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: A: 131.3pef @ 10.3% On site - 3 / "
poorly graded sand with
silt and gravel
ASTM D -1557
Gauge Information:
._............. ..
MIT #: 15 Make & lbdel: ! Troxler 3411- Serial #: 10465 Standard Counts : DS: 1960 MS: 589
If there are questions concerning this report (rpt006md.doc), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
z6 � _1 4_
Reviewed by: George DuPont
Corporate Construction Services Manager
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(@mti- id.com Website: www.mti- id.com
MATERIALS _ # 1 DATE ASTM C 39 Concrete tinder REVISION PAGE #1 OF 1
1111 /2007
R: \EASTERN
TESTING & Compressive Strength HOMESTEAD ASSIS2007RESISTS\E70202C-
ri HOMESTEAD
INSPECTION LIVING \C73264.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Permit #• N/A
Contractor: J &S Inspector: Jared Russell
Supplier: Walters Truck #: 83 Ticket #: 06244
Mix ID: 180 # Of Yards: 8 Report #: 005rc
Location: Pier footings on east side of building
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (ey):
8
Weather Conditions:
Clear
Cement (lbs):
Compressive
Ambient Temperature (F):
60
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F):
71
Water (gal):
Provided
Time Concrete Batched (from Ticket):
1:35pm
Coarse Agg. #I (lbs):
By
Time Representative Concrete Placed:
2:00pm
Coarse Agg. #2 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %):
5.0
Fine Agg. #1 (lbs):
Redi
Slump (ASTM C 143) (inches):
3' /z
Fine Agg. #2 (lbs):
Mix
Unit Weight (ASTM C 138):
---- - - - - --
Admix #1 (oz):
Company
Yield (ASTM C 138):
---- - - - - --
Admix #2 (oz):
Water Added (gals):
0
Admix #3 (oz):
Set # (if any)
1
Water /Cement Ratio:
12
1.00
28.27
28
Sampled in accordance with
ASTM C 172
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast Date: Oct 24, 07 Specified f'c (psi): 3000
# of Cylinders: 4
Cylinder
Corr.
Cylinder
Test
Test
Failure
Compressive
C -617
Fracture
ID Diam. Height
Factor
Area
Age
Date
Load
Strength
Cap
Type
Compliance
73264
6
12
1.00
28.27
7
Oct 31, 07
91,315
3230
shear
73265
6
12
1.00
28.27
28
73266
6
12
1.00
28.27
28
73267
1 6
12
1 1.00
1 28.27
1 H
Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted.
If you have questions concerning this report (c 73264.doc), please contact us immediately.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
,611
Reviewed by: George DuPont
Corporate Construction Services Manager
1230 N. Skyline Drive, Suite C Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: mti(o)mti- id.com Website: www.mti- id.com
MATERIALS TM - Concrete Lin r PAGE #1 DATE 1
AS C 39 C o c ete d e REVISION DATE 11/13/2007
R: \EASTERN
TESTING & Compressive Strength HomESTEAD ASSSISISTS\E70202C2007RE-
OMETED
I NSPECTION LIVING \C73066.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Permit #: N/A
Contractor: J &S Construction Inspector: Troy Posio
Supplier: Walters Concrete Truck #: 35 Ticket #: 05717
Mix ID: 180 # Of Yards: 9'/z Report #: 002rc
Location: Stem walls at 54' west and from 9' south to 30' south, from 54' west to 99' west, 30' south, 99' west, 9' south
to 30' south of southeast corner of building, and from northwest corner of west wing to 72' east of northwest
corner
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (cy):
9'/z
Weather Conditions: Clear
Cement (lbs):
Failure
Ambient Temperature (F): 58
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F): 69
Water (gal):
Provided
Time Concrete Batched (from Ticket): 4:28pm
Coarse Agg. #1 (lbs):
By
Time Representative Concrete Placed: 4:45pm
Coarse Agg. #2 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %): 5.2
Fine Agg. #I (lbs):
Redi
Slump (ASTM C 143) (inches): 4' /z
Fine Agg. #2 (lbs):
Mix
Unit Weight (ASTM C 138): ---- - - - - --
Admix # 1 (oz):
Company
Yield (ASTM C 138): ---- - - - - --
Admix #2 (oz):
Water Added (gals): 0
Admix #3 (oz):
73087
Set # (if any) 1
Water /Cement Ratio:
1.00
28.27
28
Nov 8, 07
Sampled in accordance with ASTM C 172
4040
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast Date: Oct 11, 07 Specified f'c (psi): 3000
# of Cylinders: 4
Cylinder
Corr.
Cylinder
Test
Test
Failure
Compressive
C-617
Fracture
ID Diam. Height
Factor
Area
Age
Date
Load
Strength
Cap
Type
Compliance
73086
6
12
1.00
28.27
7
Oct 18, 07
65,445
2310
cone /shear
73087
6
12
1.00
28.27
28
Nov 8, 07
114,095
4040
shear
PASS
73088
6
12
1.00
28.27
28
Nov 8, 07
111,810
3950
shear
PASS
73089
6
12
1 1.00
1 28.27
1 28
1 Nov 8, 07
1 113,460
1 4010
1
1 cone
I PASS
Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted.
If you have questions concerning this report (c73086), please contact us immediately.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
1230 N. Skyline Drive, Suite C Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: mti @rnti- id.com Website: www.mti- id.com
MATERIAL0
TESTING &
INSPECTION
MOISTURE DENSIT
PROCTOR TEST REPOT
PAGE # 1 OF 1
DATE: NOVEMBER 14,
2007
R: \EASTERN
IDAHO\2007REPORTS\E70202c-
HOME STEAD ASSISTED LIVING \PROCTOR
2441 -s.Doc
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen
City of Rexburg Building Dept
PO Box 280
Rexburg, ID 83440
Phone: (208) 359 -3020
Fax: (208) 359 -3024
Other:
Project: Homestead Assisted Living, Rexburg
Test Date: October 9, 2007
As requested MTI has performed a proctor on the sample referenced below. The testing was performed in
accordance with current ASTM -,tandarclq- ThP rFet,lrc nhrninr-d in nnr la h nrntnr -,. xvpra ac fnIlnrx;c-
Source and Description:
On site stockpile from Siepert Pit, (GM) silty gravel with sand
Date Obtained:
October 8, 2007
Sample ID:
2441 -S
Sampling and Preparation:
ASTM D75: I Moist: I X Dry: Manual: Mechanical: X
Test Standard:
AASHTO T 99: AASHTO T 180: Method
ASTM D 698: ASTM D 1557: X C
rissutueu runic
rercent
jury
Maximum
Optimum %
Sp. Gr. Number
Moisture
Density
Dry Density
Units
Moisture
2.62 1
5.4
130.1
Uncorrected: 131.8
lbs /ft ^3
7.2%
2
8.9
132.1
3
12.0
120.9
ASTM D 47 Correction: 137.3
lbs /ft ^3
6.0%
4
14.7
110.1
As Found Correction: N/A
Ibs /ft ^3
N/A
Proctor Curve
3.0 5.0 7.0 9.0 11.0 13.0 15.0
Percent Moisture
Sieve
Size
3.0"
2.0"
1.5"
1.0"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent
Passing
100
97
92
86
79
72
68
58
51
43
32
25
19
15.1
Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for
Oversized Particles greater than 30% retained on the 3 /4 inch screen. PERMANENT D qE l
Respectfully Submitted, -- "�
MATERIALS TESTING & INSPECTION Origination Date:--- -
1 Completion Date: -
DO NO1" DEs'rRoY
taCn SIATE LOCAL r;�rN1vE8
Reviewed by: Troy A. Posio STORAGE
Eastern Idaho Assistant Manager �t a "r4� !� " ne�yernwr , t
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(a)mti- id.com Website: www.mti- id.com
MOISTURE DENSIT� PACE # 1 OF 1
DATE: NOVEMBER 16,
PROCTOR TEST REPORT 2007
R \EASTERN
IDAHO \2007REPORTS \E70202c -
HOMESTEAD ASSISTED LIVING \PROCTOR
2440 -s.DOC
Bering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen
City of Rexburg Building Dept
PO Box 280
Rexburg, ID 83440
Phone: (208) 359 -3020
Fax: (208) 359 -3024
Other:
Project: Homestead Assisted Living, Rexburg
Test Date: October 8, 2007
As requested MTI has performed a proctor on the sample referenced below. The testing was performed in
accordance with current ASTM standards. The results ohtained in our lahnratnry were ac fnllnwc-
Source and Description:
Native, (ML) sandy silt
Date Obtained:
October 8, 2007
Sample ID:
2440 -S
Sampling and Preparation:
ASTM D75: I Moist: I X Dry: Manual: I X Mechanical:
Test Standard:
AASHTO T 99: AASHTO T 180: Method
ASTM D 698: ASTM D 1557: X B
Assumeu roint
rercent
>ury
Maximum
Optimum %
Sp. Gr. Number
Moisture
Density
Dry Density
Units
Moisture
2.62 1
9.3
101.3
Uncorrected: 118.0
lbs /ft ^3
14.7%
2
12.5
113.6
--
—
112.0
3
15.2
119.3
ASTM D 4718 Correction: N/A
lbs /ft ^3
N/A
4
18.8
108.6
As Found Correction: N/A
lbs /ft ^3
N/A
Sieve
Size
3.0"
2.0"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent
100
100
99
99
99
98
98
92
75
63
54.5
Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for
Oversized Particles greater than 30% retained on the 1 /4 inch screen.
Respectfully Submitted,
MATERIALS TESTING & INSPECTION
ENT DO UMEq
PERMAN
Origination Date:
Reviewed by: Troy A. Posio C Date: DO NOT DESTROY
Eastern Idaho Assistant Manager STASE
SJ AI AFiCHIlM
g1`DaAOE
-ghi+ of A40ut9 Record§ "agetttent-
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti�mti- id.comid.com Website: www.mti- id.com
Proctor Cure
120.0
118.0
-
-
-
-
-- -
--
—
112.0
d
110
- -
108.0
`
A
106.0
104.0
102.0
- --
— -
100.0
-
- -- - --
- - --
--
8.0 10.0
12.0 14.0 16.0 18.0 20.0
Percent Moisture
Sieve
Size
3.0"
2.0"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent
100
100
99
99
99
98
98
92
75
63
54.5
Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for
Oversized Particles greater than 30% retained on the 1 /4 inch screen.
Respectfully Submitted,
MATERIALS TESTING & INSPECTION
ENT DO UMEq
PERMAN
Origination Date:
Reviewed by: Troy A. Posio C Date: DO NOT DESTROY
Eastern Idaho Assistant Manager STASE
SJ AI AFiCHIlM
g1`DaAOE
-ghi+ of A40ut9 Record§ "agetttent-
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti�mti- id.comid.com Website: www.mti- id.com
CIO MATERIAL
TESTING &
INSPECTION
MOISTURE DENSIT
PROCTOR TEST REPCKT
- 7-
PAGE # 1 OF 1
DATE: NOVEMBER 19,
2007
R: \EASTERN
IDAHO \2007 REPORT S \E70202c-
HOMESTEAD ASSISTED LIVING \PROCTOR
2464 -s.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen
City of Rexburg Building Dept
PO Box 280
Rexburg, ID 83440
Phone: (208) 359 -3020
Fax: (208) 359 -3024
Other:
Project: Homestead Assisted Living, Rexburg
Test Date: October 24, 2007
As requested MTI has performed a proctor on the sample referenced below. The testing was performed in
accordance with current ASTM standnrrlc The recrnitc nhtninerl in n „r lnlhnratnry xarara nc fnllnXxrc-
Source and Description:
Parker Sand & Gravel 3 /4" aggregate base(GP) poorly graded gravel with sand
Date Obtained:
October 23, 2007
131.0
129.0
Sample ID•
2464 -S
Density
Sampling and Preparation:
ASTM D75: I
Moist: I X Dry: Manual: Mechanical: I X
Test Standard:
AASHTO T 99:
ASTM D 698:
AASHTO T 180: Method
ASTM D 1557: X C
Assumeu roiny
rercent
>ury
Maximum
131.0
129.0
Optimum %
Sp. Gr. Number Moisture
Density
Dry Density
Units
Moisture
2.62 1
3.9
114.3
Uncorrected: 131.3
Ibs /ft ^3
10.3%
2
6.8
127.1
-
- _
--
3
10.0
130.8
ASTM D 4718 Correction: N/A
Ibs /ft ^3
N/A
4
13.2
127.8
As Found Correction: N/A
Ibs /ft ^3
N/A
Sieve
Size
3.0"
2.0"
1.5"
1.0"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent
Passine
100
80
67
49
40
29
16
8
5
3.5
Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for
Oversized Particles greater than 30% retained on the 3 /4 inch screen.
Respectfully Submitted,
MATERIALS TESTING & INSPECTION PERM
- Origination Date:
Completion Date:
Reviewed by: Troy A. Posio DO NOT DESTROY
LOCAL STATE
Eastern Idaho Assistant Manager El ST04ACE ARCHIVGs
-city fit Awlur0 ROOW96 MHh"Wr>
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(u)mti- id.com Website: www,mti- id.com
Proctor Curate
131.0
129.0
- -
--------
- - --
123.0
a
-
- _
--
121.0
L 119.0
- -
-
- -- -
- -- -- - -,
a 117.0
-
- --
-
T
-
115.0
- ;-
113.0
3.0
5.0 7.0 9.0
11.0 13.0
15.0 17.0
Percent Moisture
Sieve
Size
3.0"
2.0"
1.5"
1.0"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent
Passine
100
80
67
49
40
29
16
8
5
3.5
Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for
Oversized Particles greater than 30% retained on the 3 /4 inch screen.
Respectfully Submitted,
MATERIALS TESTING & INSPECTION PERM
- Origination Date:
Completion Date:
Reviewed by: Troy A. Posio DO NOT DESTROY
LOCAL STATE
Eastern Idaho Assistant Manager El ST04ACE ARCHIVGs
-city fit Awlur0 ROOW96 MHh"Wr>
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(u)mti- id.com Website: www,mti- id.com
MATERIALS • -
ASTM C-39 Concrete Pylinder
TESTING & Compressive Strength
INSPECTION
❑ Environmental Services ❑ Geotechnical Enineeri
Val Christensen
City of Rexburg Building Dept
PO Box 280
Rexburg, ID 83440
- ? — ,3 4 5
PAGE #1 OF 1
REVISION DATE 11/27/2007
R: \EASTERN
IDAHO\2007REPORTs\E70202c-
HOMESTEAD ASSISTED
LIVING \C73264.DOC
❑ Construction Materials Testing ❑ Special Inspections
Phone: (208) 359 -3020
Fax: (208) 359 -3024
Other:
Project: Homestead Assisted Living, Rexburg
Permit #: N/A
Contractor: J &S Inspector: Jared Russell
Supplier: Walters Truck #: 83 Ticket #: 06244
Mix ID: 180 # Of Yards: 8 Report #: 005rc
Location: Pier footings on east side of building
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (cy):
8
Weather Conditions:
Clear
Cement (lbs):
Compressive
Ambient Temperature (F):
60
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F):
71
Water (gal):
Provided
Time Concrete Batched (from Ticket):
1:35pm
Coarse Agg. #I (lbs):
By
Time Representative Concrete Placed:
2:00pm
Coarse Agg. #2 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %):
5.0
Fine Agg. #1 (lbs):
Redi
Slump (ASTM C 143) (inches):
3'h
Fine Agg. #2 (lbs):
Mix
Unit Weight (ASTM C 138):
---- - - - - --
Admix #1 (oz):
Company
Yield (ASTM C 138):
---- - - - - --
Admix #2 (oz):
Nov 21, 07
Water Added (gals):
0
Admix #3 (oz):
cone /split
Set # (if any)
1
Water /Cement Ratio:
12
1.00
28.27
28
Nov 21, 07
Sampled in accordance with
ASTM C 172
Cone /split
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast Date: Oct 24, 07 Specified f'c (psi): 3000
# of Cylinders: 4
Cylinder
Corr.
Cylinder
Test
Test
Failure
Compressive
C-617
Fracture
ID Diam. Height
Factor
Area
Age
Date
Load
Strength
Cap
Type
Compliance
73264
6
12
1.00
28.27
7
Oct 31, 07
91,315
3230
shear
73265
6
12
1.00
28.27
28
Nov 21, 07
116,175
4110
cone /split
PASS
73266
6
12
1.00
28.27
28
Nov 21, 07
119,205
4220
Cone /split
PASS
73267
6
12
1 1.00
1 28.27
1 28
1 Nov 21, 071
120,870
1 4270
1
1 cone /split
PASS
Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted.
If you have questions concerning this report (c73264), please contact us immediately.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
1230 N. Skyline Drive, Suite C Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: mti(o mti- id.com Website: www.mti- id.com
3 Environmental Services 3 Geotechnical Engineering 3 Construction Materials Testing 3 Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 -3024
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Josh Clark
Inspection Date: May 15, 2008
As requested, MTI performed density testing in accordance with current applicable standards. Required
compaction is 95 %. The results obtained are as follows:
Test
Location & Depth
Wet
Percent
Dry
Mat'l.
%
Pass/
#
Density
Moisture
Density
Type
Comp.
Fail
*All tests taken using Backscatter method
I
At —0' Y4: 20' west and 5' south of center of round -about in
roadway
137.5
4.6
131.5
A
100
Pass
2
18' east of center of round -about in roadway
133.4
3.1
129.5
A
99
Pass
100' south of north side approach, 8' west of centerline of
3
road
140.0
4.0
134.6
A
100
Pass
4
50' south and 20' east of centerline of north side approach
136.1
3.5
131.5
A
100
Pass
5
25' south of north side approach at centerline
134.4
3.9
129.3
A
98
Pass
6
20' west and 6' north of northeast building corner
141.5
4.4
135.5
A
100
Pass
7
15' south and 15' east of northeast building corner
138.6
4.5
132.6
A
100
Pass
8
55' south and 25' east of northeast building corner
138.1
4.0
132.8
A
100
Pass
Method of testing: BS is Backscatter; Depth in inches is
Direct Transmission
Material Type: A: 131.3pcf @ 10.3% Parker Sandy
Gravel - Y44"
minus base aggregate
ASTM D -1557
Gauge Information:
MTI #: 1T Make &Model: CPNMGI ° Serial #:`:M19123941 . Standard Counts: iDS: 2589 MS: 732
If there are questions concerning this report (rpt008mc), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
JIRMAUNT DCtC
Origination Date:
Completion Date: w_
DO NOT DESTROY
F1 LOCAL (^-1 STATE
STORAGE L...l ARCHIVES
-City of Rexburg Records Manayenient.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 -8242 Fax: 208 - 529 -6911
Email: eimti(cDmti-id.com Website: www.mti- id.com
Co MATERIALS
TESTING &
INSPECTION
PAGE #1 OF 1
REVISION DATE 6/19/2008
RAEASTERN
IDAHO\2007REPORTS\E70202c-
HOMESTEAD ASSISTED
LIVING \RPT009.DOC
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Val Christensen Phone: (208) 359 -3020
City of Rexburg Building Dept Fax: (208) 359 - 3024 �a
PO Box 280 Other:
Rexburg, ID 83440
Project: Homestead Assisted Living, Rexburg
Project Manager: Dan King
Inspector: Josh Clark
Project #: 0727 -93 -1243
Inspection Date: May 15, 2008
INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
MTI inspector arrived on site and observed large areas of segregated material in roadway; meaning only coarse
rock with no fines to hold material together. This material is untestable and unsuitable as base for asphalt
paving. MTI recommends removing these areas of concern and replacing and compacting new 3 / " base
material that is more consistent with the rest of the surrounding area.
If there are questions concerning this report (rptO09), please contact the Project Manager listed above.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
CC: Scott Nielson, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Dept; Mark Andrus G & S Structural
Engineering; Dave Thveson, Owner; Jerry Scott, J &S Construction
EN 1 E
Origination Date: _
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Comp D4 WOT D A Y
;MATE
LOCAL ptP.0 WIVES
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1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 - 529 - 8242 Fax: 208 - 529 - 6911
Email: eimti(cDmti- id.com Website: www.mti- id.com
•
September 25, 2007
i
of �Exe4RC
a � CITY OF
5 REXBURG
Americas Family Community
NB Architects
900 John Adams Parkway
Idaho Falls, Idaho 83403
Re: Homestead Living Center
PERMANENT DOCUMENT
Origination Date: ( at>l0°7
Completion Date: `° L� I Q
DO NOT DESTROY
LOCAL []
STORAGE ARCHIVES
-City of Rexburg Records Management-
The Compliance Response letter (attached) that was sent to
me does not sufficiently resolve all of the issues that
were identified in the plan review.
1. In the structural review, the 100 lb. per sq. ft.
reference is not for roofs. Table 1607.1 identifies
that assembly area floor live loads for design
purposes are 100 lb per sq. ft. The structural
documents (on page 2.2) provided with the project
identify a design load as 50 lb. per sq. ft.
2. Special Inspections are required for the foundation
and any structural fill. See Section 1704.4(4) and
1805.5.5.1(3). In Seismic Design Category D,
foundation special inspections are required. Special
inspections of footings are not required unless the
structure is over three stories. Please notify your
Special Inspectors prior to construction commencing of
the additional requirements.
Val Christensen Building Official 19 E. Main Rexburg, ID 83440 P. O. Box 280
Phone (208) 359.3020 ext. 324 Fax (208) 359 3022
vak@rexburg.org -- xburg.org
•
•
3. Section 1805.3.4 identifies that 12" plus 2% are
required, not just 12 ". The section allows the
Building Official to approve alternate elevations.
Provide a letter from your Civil Engineer that states
they are aware of this code section and are
comfortable with the design and I will review it.
Please provide information as identified above. If you
have any questions, I can be reached at my office or on my
cell (716- 1324).
Sincerel
Val Christensen
Building Official
Val Christensen Building Official 19 E. Main Rexburg, ID 83440 P. O. Box 280
Phone (208) 359.3020 ext. 324 Fax (208) 359.3022
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