HomeMy WebLinkAboutALL DOCS & CO - 08-00322 - Teton Radiology Madison - New Building4 1tEXBUR G I9
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�SMED �
CITY OF
REX
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America's Family Community
Building
INSPECTION CARD
BUILDING
Date Annrnved
1. Mechanical Rough In
2. Mechanical Pressure
3. Mechanical Final Ins
4. Layout
5. Footing
6. Foundation
7. Framing
8. Insulation
9. Drywall
10. Sidewalk
11. Final
ELECTRICAL
Date Annroved
This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the
City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations
of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on
the Building Permit Application as approved by the Building Inspector.
Date Approved
9/[61 101K
Issued B
Building Inspector
1. Groundwork/Ufer
2. Rough -In
3. Electrical Temporary
4. Electrical Service
5. Final
OTHER
Date roved
1. Fire Department Fine
74 W n p p r kA ^# .on
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
on the premises during construction.
2) The permit will become null and void in the event of any deviation from the
NOTICE!
accepted drawings.
3) No foundation, structural, electrical, nor plumbing work shall be concealed
without approval.
No work shall H° - on- nr any part of
the building b:: the point indicated
in each successive inspection without
approval. No structural framework of
any underground work shall be covered
J Permit Number required
-ke inspection appointments
K
For Inspections Can '0 20 option 2
ACERTIFICATE OF OCCUPANCY CAN NOT
BE ISSUED PRIOR TO FINAL ELECTRICAL
& PLUMBING INSPECTION
~;o gBXBUgc,9
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HFD
CITY OF Certificate of Occupancy
REX
America's Family community
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (2081359 -3020 / Fax (2081359 -3024
0800322
International Building Code 2006
433 E 4th N
Teton Radiology Madison
Type V, non -rated
107
No
Teton Radiology Diagnostic Llc
2440 E 25th C i r
Idaho Falls, ID 83404
Contractor:
Special Conditions:
Okland Construction
Occupancy: Business - office, professional or service transactions
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
wes 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 wes
classified.
Date C.O. Issued: July 08, 20 ; 1
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 Inspecto
Electrical Inspector: f PBZAdministrator:
1 0 4
CITY OF REXB URG
BUILDING PERMIT APPLICATION; Pleas( 08 00321 & 00 00322
19 E MAIN, REXBURG, ID. 83440
208 -359 -3020 X326
PARCEL NUMBER
( W e win prociae MIS ror you)
SUBDIVISION,?: UNIT# BLOCK#
(Addressing is based on the information - must be accurate L4#
OWNER NAME• MY+�llp,.
LL t CONTACT PHONE
PROPERTY ADDRESS:-..4 �,. �7s F„ ge*k✓, r 12 ,; y.,
PHONE #:.Home ( ) Work let) b- 3J�q I Cell
(2a8) -3t3 -23��
OWNER MAILING ADDRESS `iSo c. 04,, �j CITY: b,i STATE: QD ZIP: n
EMAIL dt � ' 1S
APPLICANT: (If other than owner)
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORTNIATION: ADDRESS
CITY:
STATE; ZIP EMAIL FAX
PHONE #: Home ( ) Work ( ) Cell ( )
MAILING ADDRESS: 19 }_�sr CI1"Y SA L,+kIL� / +N.
STATE Lk ZIP_SADs
PHONE: Cell# Zo8- �� - e� 3 Z work# 2PR - ?�,Sq- /�P�t Z.
Fax # Zj2Z - 3,5* i
hMATT ---- d4ad,( DAHO REGISTRATION # & EXP. DATE 1 I$45'
How many buildings are located on this property:? 1
Did you recently purchase this property? No < es (If yes give owner's nanle /VI T �,� r, t z
) �— � � - --`7r y � �I > LLi—
Is this a lot split? XQ YES (Please bring copy of new legal description of property)
PROPOSED USE: 11� 1 ,,. e
(i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under perwr of periur,:, I hereb certify that I
have mad this apph on and stat hat the information herein is correct and I swear that any information which may hereafter be haven by me in hearings before the
]'tanning and Z ng Commission or e City Council for the City of Rexburg shall be truthful and correct I agree to comply with all City regulations and State ]arcs relating
to the for inspections purposes. NOTE:
subject after of tlris application d hereby authorized representatives of the Gtr to enter upon the above- mentioned property
The building o uiai may revok a perm on approval issued under the provisions of the 2003 International il Code in cases of any false statement or misrepresentation of faro
in the applicatio r on the pl on xvi ' the permit ev approval u es based. Permit void if not started within 180 days. Permit void if work stops for 180 days.
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Signatu e of Ch er /Applicant
Do you prefe to be contacted by fax, email or phone? 'rcle One DATE
^ WARNING — BUILDING PERMIT MUS E POSTED ON CONSTRUCTION SITE!
1 Plan fees are non - refundable and are paid in full a the time of application beginning antrarXZ 2005
City of Rexburg's Acceptance of the plan review fee does not constitute plan approval
* *Building Permit Fees are due at time of application" * *Building Permits are void if your check does not clear **
2
Building Safety Department
City of Rexburg
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19 E Main ionellh@rexburg.org Phone: 208.359.3020 x326
ID 83440 www.re xburg.org Fax: 208.359.3024
CIT OF
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America's Fwnily Community
Remodeling Your Building /Home (need Estimate * �3 ,
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area ((, 50O
Second floor /loft area
Third floor /loft area
Shed or Barn
Water Meter Quantity
Unfinished Basement area
Finished basement area
Garage area
Carport/Deck (30" above grade)Area
Water Meter Size: 2 "
Required!!!
PLUMBING
Plumbing Contractor's Name: V k&t, Wt i _ Business Name: Mile &tKfc,j A (,Jeff- Mec(,
Address 7.336 I.J S 2 do 5. City qM�State � r,> - zip Y Y
P 83 0
Contact Phone: (Zo$) 3SG - p3 *d Business Phone: ( w$ 1,
Email {M +ntiJSt'WL�A VtOQ GOIM Fax tag -356 - 02Y
FIXTURE COUNT Cincludin roughed fixtures)
Clothes Washing Machine
Dishwasher
Floor Drain
Garbage Disposal
Hot Tub /Spa
Sinks
(Lavatories, kitchens, bar, mop)
Sprinklers
Tub /Showers _
Toilet /U E E
Water He
Water So SEP 1 6 2008
I CITY OF RE XBURG
Plumbing Estimate $ -200, 0 e o (Commercial Only)
_ G Cl is 8
Required! Signature of Licensed Contractor License number
Date
c
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CITY OF
■t !'� YImo► R _
Building Safety
19 E Main janellh @rexburg.org
Rexburg, ID 83440 www.rexburg.org
OWNER'S NAME 'AA Fot�i�il -tPc 3�tt..
PROPERTY ADDRESS Wk E, c 2exl o
SUBDIVISION �JA.Gk c.• ot� y7,.
PHASE LOT y, 5 - L BLOCK
0
Department
City of Rexburg
Phone: 208.359.3020 x326
Fax: 208.359.3024
Permit#
Require !!
MECHANICAL
Mechanical Contractor's Name: Mar (i H 14, 11 Business Name:
Address Z 33 (P - 1-j S l&O 5. City F State T Zip -lqo
Contact Phone: (Zoj) 35'6 -037o Business Phone: (20%) 3rS6 n 3 *0
Email V461 W6 9 ptUto. uik Fax 20 -Fri- '9
Mechanical Estimate $ pp oo d (Commercial /Multi Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
Furnace Exhaust or Vent Ducts
Furnace /Air Conditioner Combo
Heat Pump
Air Conditioner
Evaporative Cooler
Unit Heater
Space Heater
Decorative gasfired appliance
Incinerator System
Boiler
Pool Heater
Dryer Vents
Range Hood Vents
Cook Stove Vents
Bath Fan Vents
other similar vents & ducts:
Fuel Gas Pipe Outlets including stubbed in or future outlets
Inlet Pressure (Meter Supply) PSI
Heat (Circle all that apply) Gas Oil Coal Fireplace ElectrHydronic
Required! Signature of Licensed Contractor
IECEIUE
SEP 1 u 2008
License number
,?/, Z/d S/
b
Date
Building Safety Department
City of Rexburg
CITY OF REXBURG
U 7 5
CITY o f
R ..►..t 1./ V
...,.____.._____...., tom.._____ -----
BuiAg Safety Department
City of Rexburg
19 E Main jonellh @rexburg.org Phone: 208.359.3020 x326
Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024
U �
CITY OF
REXBURG
Ow
America's Family Community
OWNER'S NAME
PROPERTY ADD RESS u 33 6 4 - r
SUBDIVISION
PHASE LOT BLOCK
Permit# in
� z Z,
Require&ff
Electrical Contractor's Name r
ELECTRICAL
sTv�
4ti /l )0i)
c
✓LG 4a cc D 0Yo, 1; ,r
eC' Business Name
_City IT/�ol� State Zip 102
Cell Phone ( ) b Y ~ O � Business Phone ( ) 5 7 /
Fax ( ) 5-Z q y y Email 4 A4 S 7 e /� C Ck f� L - CO Q
Electrical Estimate (cost of wiring &labor) $ 3Gb, 0 � (COMMERCIAL /MULTI - FAMILY ONLY)
(Includes the cost of materials installed regardless of the party suppling it).
TYPES OFINSTALLATION
(New Residential includes everything contained within the residential structure and attached garage at the same time)
RESIDENTIAL ONLY
❑ *Up to 1,500 sq ft - $72 ❑ *1,501 to 2,500 sq ft- $120
❑ *2,501 to 3,500 sq ft - $168 ❑ *3,501 to 4,500 sq ft - $216
• * *Over 4,500 sq ft - $216 plus $.04 /sq ft: sq
• Existing Residential (# of Branch Circuits) - $40 plus $10 per circuit:
ft total
# of circuits
❑ Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) - $40
❑ Spa, Hot Tub, Swimming Pool - $40 plus $40 grounding grid where applicable
• Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit
and no additional wiring) - $40
• Modular, Manufactured or Mobile Home - $50 plus $10 per circuit
• Other Installations: Wiring not specifically covered by any of the above:
Cost of Wlinng & Labor $ (I ncludes the cost of materials installed regardless of the party suppying it).
• Pumps (Domestic Water, Irrigation, Sewage): horse power
❑ Requested Inspections (of existing wiring) - $40 /hr (1 hr minimum) plus $40 /hr thereafter
*Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
** Includes a maximum of 4 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
C % y3 t Z, % O
Signature of Licensed Contractor License number Date
�71
OWNER'SNAME M Vk -Fcy,!(L -80
PROPERTY ADD -SS q N . 4 LS
SUBDIVISION V u % i t« , AJ64 do,; �
PHASE LOT `+�_ BLOCK
4 P
Pen 408 00322
Teton Radiology Madison
433 E 4th N
Required!!!
ELECTRICAL
ElectricalContractoi' Name ulx" Ay A tm,, Business Name ,4 nu sfrmv4 Oec r.L . A,—
2o 2.S' TkLtM b w ll Co. City 9 &(, 4�4 State T/7 Zip g 5 i
CellPhone (249) SZSr- j! jj Z Business Phone (209) S"Z `/ , &I Z
Fax (?,d%) 5 Zq - f5Y ?!Z Email
Electrical Estimate (cost of wiring & labor)$ N 41 r l
(Includes the cost of mai®as6llled regardless of the party sul
TYPES OF INSTALLATION
(New Residential includes everything contained within d..
RESIDENTIAL ONLY
❑ *Up to 1,500 sq ft $72 ❑ *1,501 to 2,500 sq ft $120
❑ *2,501 to 3,500 sq ft- $168 ❑ *3,501 to 4,500 sq ft $216
❑ * *Over 4,500 sq ft $216 plus $.04 /sq ft: sq ft total
• Existing Residential (# of Branch Circuits) $40 plus $10 per circuit: # of circuits
• MultiFamily Only: # of units per building$120 /bldg + $60 /unit
❑ Services: Alterations /Repairs that require utility disconnection. (Estimate applicable for commercial).
Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 y$A4
❑ Spa, Hot Tub, Swimming Poel$40 plus $40 grounding grid where applicable
• Electric Central Systems Heating and/or Coolikhen not part of a new residential construction permit
and no additional wirino0
• Modular, Manufactured or Mobile Hora650 plus $10 per circuit
• Other Installations: Wiring not specifically covered by any of the above:
Cost of Wiring & Labor: $ (In cludes the cost of materials installed regardless of the party
• Pumps (Domestic Water, Irrigation, Sewage): horse power
❑ Requested Inspections (of existing wiring) $40 /hr (1 hr minimum) plus $40 /hr thereafter
❑ Temporary Amusement /Industr-y$40 plus $10 per ride, concession or generator
*Includes a maxinum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
*'F Includes a maximum of 4 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
zqt.. , J� /,)- — 6 z � � - -r l q c 3l �lo 8:
Signattre of Licensed Contr ctor License number Ti nte
Building Safety Department
City of Rexburg
CITY o P
REXBUR
rtmtT, ica' Family Community
79 E. Main
Rexbura, ID 83440
jonellh @rexburg.org
www.rexbura.ora
Phone: 208.359.3020
Fa x: 208.359.3024
d
xe '
I
TEMPORARY
OWNER'SNAME 04 M K - Foei (;�Q T
PROPERTY ADD SS Ltr= ^J . y 2 e t.
SUBDIVISION W V. I to I 14,A he.-I A to A
PHASE LOT 4( S6 BLOCK
00322 `
4 33 E 4th N
Required!!!
ELECTRICAL
Electrical Contractoig Name I, aL, Business Name A ulc s+yh,4 67EehtL
Address Zo2.f' T6,rm kwil bI: State T17 Zips P ya l
CellPhone (2dq) 5L 'V. ! FaZ Business Phone (2P4) 6 _ F1gZ
Fax (z&%) 5' 7_q _ 'AAy ?Z Email
Electrical Estimate ( cost of wiring & labor)$ N 41 ,
(Includes the cost of maucasbllled regardless of the party sul
TYPES OF INSTALLATION
(New Residential includes everything contained within d
RESIDENTIAL ONLY
• *Up to 1,500 sq ft $72 ❑ ^ 1,501 to 2,500 sq ft $120
• ' 2,501 to 3,500 sq ft $168 ❑ ^'3,501 to 4,500 sq ft $216
• "Over 4,500 sq ft - $216 plus $.04 /sq ft: sq ft total
❑ Existing Residential (# of Branch Circuits) $40 plus $10 per circuit: # of circuits
❑ MuhfFamily Only: # of units per building$120 /bldg + $60 /unit
❑ Services: Alterations /Repairs that require utility disconnection. (Estimate applicable for commercial).
Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 Yffi44
• Spa, Hot Tub, Swimming Poel$40 plus $40 grounding grid where applicable
• Electric Central Systems Heating and/or Cooli(vghen not part of a new residential construction permit
and no additional wir0
• Modular, Manufactured or Mobile Homt$50 plus $10 per circuit
❑ Other Installations: Wiring not specifically covered by any of the above:
Cost of Wiring & Labor: $ (In cludes the cost of materials installed regardless of the party
❑ Pumps (Domestic Water, Irrigation, Sewage): horse power
❑ Requested Inspections (of existing wiring)$40 /hr (1 hr minimum) plus $40 /hr thereafter
❑ Temporary Amusement /Industny$40 plus $10 per ride, concession or generator
*Includes a maxinum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
Includes a mammum of 4 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
z .7. 10 , J� //) - r lyjlZ i o8
Signatwe of Licensed Contr ctor License number Ti nti..
Building Safety Department
City of Rexburg
CITY of
XB
CW
A me laze Family Community
79 E. Main
Di.4 -- 1! OOA All
janellh@rexburg.org
Phone: 208.359.3020
r...... - - 7/1!1 A
04110
APPLICATION: "CONSTRUCTION PERMIT"
CONSTRUCTION PERMIT #:
PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO
- APPLICANT INFORMATION:
APPROVED BY:
Business Name: k w 04 fin; 1 s
Office Address 10 c _ ,,on,• Wi t? - .ti n 1974440
city State Zip
Office Phone Number (
Contractor Performing the Work:
Contact Person
- LOCATION C
rCBE DONE:
Cell Phone# U 62o - o432
Street Address Where Work Will Be Done H n' N 4 t2e - E
Business Name Where Work Will Be Doe:
Dates For Work To e Donee. 15 To
Contact Person:
Phone Number: (Z&S) 35� . 491 z, _ Cell # ze 6 to - oq S L
PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR:
AUTOMATIC FIREEXTINGUISHING SYSTEMS
COMPRESSED GASES
YC FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT
FIRE PUMPS AND RELATED EQUIPMENT
FLAMMABLE AND COMMBUSTIBLE LIQUID V M L
HAZARDOUS MATERIALS INDUSTRIAL OVENS EP 1 6 2008
LP -GAS
PRIVATE FIRE HYDRANTS � ��Ty OF REXBURG
SPRAYING OR DIPPING
STANDPIPE SYSTEMS
TVvfPQRARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES
`��
App ican s Signature Date
0 •
SUBCONTRACTOR LIST
Excavation & Earhwork: �,,,,, �, 80
Concrete: L- ke (e &A c
Masonry: (,),r.
Roofing: F- db+Sd v
Insulation: f�a �
Drywall:
Painting:
Floor
Coverings: tsa 7 j 1G,
Plumbing:
Heating: �JU1 �,,� os+. WA4� �
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trusses: rs,/�(!'fd h r 9 t? dean
Floor /Ceiling Joists:
Siding /Exterior Trim:
Other:
E C E 0 V
SEP l 6 2008
CITY OF REX
Design Standards for structures less than 25,000 square feet.
Note: Please see Rexbures Development Code for design standards for structures over 25,000 square feet, or for
developments located in the Neighborhood Business District or Central Business District zones.
Please demonstrate how vour project meets the following requirements:
Developments with facade over 40 feet in linear length shall incorporate wall projections or recesses a minimum
of 3 foot depth and a minim of g contiguous feet within each 40 feet of facade length and shall extend over 20
percent of the facade. All sides of a structure clearly visible from a public street shall be so treated.
Developments shall use animating features such as arcades, display windows, entry areas, or awnings along at least
60 percent of the facade.
The entry facade facing the street is articulated with an entry canopy that extends approximately 34'-0" beyond the building a rticulating
wall plains and chimney mass that breakdown the scale of the building and give clear definition and depth to the facade. The west facade
has a canopy extension of the roof and is articulated with repetitive steel struts, material changes & roof changes. The east & rear facades
are treated with repetitive steel struts, material & roof height changes, and create a nice 3 dimensional rhythm to the facade. Large roof
overhangs give the building shade and shadow for a soft integration with the horizontal ground plain.
Where principal buildings contain additional, separately owned stores, which occupy less than twenty-five
thousand (25,000) square feet of gross floor area, with separate, exterior customer entrances:
a. The street level facade of such stores shall be transparent between the height of three feet and eight feet above
the walkway grade for no less than 60 percent of the horizontal length of the building facade of such additional
stores.
N ot applicable to this building.
b. Windows shall be recessed and should include visually prominent sills, shutters, or other such forms of framing.
T he storefront windows are set into prominent horizontal aluminum frames with minimal vertical frames to enhance the horiz
ch aracter of the building. They are also framed and recessed into brick walls and thick set cement panel sills All of the punc windows
ar framed and recessed Into brick wa lls and thick set cement panel sills.
Building facades shall include a repeating pattern that shall include no less than three of the elements listed below.
At least one of theses elements shall repeat horizontally. All elements shall repeat at intervals of no more that
thirty (30) feet, either horizontally or vertically.
-Color change
- Texture change
- Material module change
- Expression of architectural or structural bay through a change in plane no less than 12 inches in width,
such as an offset, reveal, or projecting rib.
The building n .h iv s th se goals The h;a of th h iilding is defined by an art cement panel wainccot that create a strong
horizontal band and will reflect a cut stone pattern The wainscot willprqject proud of the brick above The texture and colo of the brick,
c ement panel wainscot and projecting steel struts shall express the architectural/ structural bay. The three materials will ha rmonize
and enhance the buildino. The concrete will be a natural color and the brick will be dark red or an earthtone as selected by the Owner.
Roof lines shall be varied with a change in height every 100 linear feet in the building length. Parapets, mansard
roofs, gable roofs, hip roofs, or dormers shall be used to conceal flat roofs and roof top equipment from public
view. Alternating lengths and designs may be acceptable and can be addressed during the preliminary
development plan.
T his is acheived with a combination of a shallow barrel vault roof and a shallow hip roof set at two different height
Predominant exterior building materials shall be high quality materials. These include, without limitation:
-Brick
-Wood
- Sandstone
-Other native stone
- Tinted, textured, concrete masonry units
The exterior materials include brick (dark red or natural earthtone as selected by Owner) and CemClad cement panels tha are
set in a running bond pattern and grouted with silicone grout to emulate cut stone
Facade colors shall be low reflectance, subtle, neutral, or earth tone`colors. The use of high intensity colors,
metallic colors, black or fluorescent colors is prohibited.
All colors shall be earthtone. Samples can be provided if desired.
Building trim and accent areas may feature brighter colors, including primary colors. Neon tubing shall not be an
acceptable feature for trim or accent.
B uilding trim shall be baked enamel or powder coated steel in a dark bronze or other earthtone color as selected by Owner
Predominant exterior building materials as well as accents shall not include the following.
- Smooth -faced concrete block
- Tilt -up concrete panels without mitigating surface treatment
- Pre - fabricated steel panels
None of these materials are used and none of our materials would appear like them
0 •
Each principal building on a site shall have clearly defined, highly visible customer entrances featuring no less
than three of the following:
- canopies or porticos
- overhangs
-recesses/projections
- arcades
- raised corniced parapets over the door
- peaked roof forms
- arches
- outdoor patios
- display windows
- architectural details such as file work and moldings which are integrated into the building structure and
design
- integral planters or wing walls that incorporate landscape areas and /or places for sitting
T his building includes two canopies large projecting overhangs with struts that mimic arcades a large shall arch (i.e. barrel vault),
large display windows and detailed stone -like wainscot with articulation in the brick work by striking the vertical joints and raking the
horizontal ioints.
No more that 60 percent of the off - street parking area for the entire property shall be located between the front
facade within the front yard of the principal building(s) and the primary abutting street unless the principal
building(s) and /or parking lots are screened from view by out -lot development (such as restaurants) and
additional tree plantings and /or berms.
P arking was previously reviewed with the City Planning Department and adjustments were made to accommodate the Plan ner's
r ecommendations. The parking will be significantly landscaped with trees undulating ground forms to respect drainage and flood
p lain elevation requirements. Nicely done drainage swells and berms will screen the parkinq as well a large landscaped isla
w ithing the parking area.
Parking shall be located to the rear of the building or screened so that it does not dominate the streetscape.
Fences, hedges, berms and landscaping shall be used to screen parking areas. When large parking lots are
necessary, increase the landscaping to screen the lot and divide the lot into smaller components. Landscape
islands must be provided in the interior of large lots. These may double as snow storage areas in the winter
months.
Approximately 37 % of the parking is located toward the rear of the building Landscaping with berms and large islands is u sed
t o screen all of the oarking areas
The minim setback for any building facade shall be in accordance with the requirements for all Commercial
zones, except Community Business Center. Where the facade faces adjacent residential uses an earthen berm
shall be installed, no less than 6 feet in height, containing at a minimum, a double row of evergreen or deciduous
trees planted at intervals of 15 feet on center. Additional landscaping may be required by the Planning
Commission to effectively buffer adjacent land use as deemed appropriate. Any and all additional landscape
requirements of all the Commercial zones, except Central Business District, shall apply.
T he building meets the required setbacks There are no adjacent residential properties
0 0
Areas for outdoor storage, truck parking, trash collection or compaction, loading, or other such uses shall not be
visible from public or private rights -of -way.
T Jae_dumnte is sPt toward the hank of the cite withino an interinr InodsrapPed parking lot isl nd and screened by a brick wa
t o match the building The loading zone and trash collection area are sc reened by these same elements
No areas for outdoor storage, trash collection or compaction, loading, or other such uses shall be located within
20 feet of any public thoroughfare of street, public sidewalk, or internal pedestrian way.
T he loading and trash areas are set to the rear of the site away from neighbors and easements and are screened by lands caping
and architectural features.
Loading docks, truck parking, outdoor storage, utility meters, HVAC equipment, trash dumpsters, trash
compaction, and other service functions shall be incorporated into the overall design of the building and the
landscaping so that the visual and acoustic impacts of these functions are fully contained and out of view from
adjacent properties and public streets, and no attention is attracted to the functions by the use of screening
materials that are different from or inferior to the principal materials of the building and landscape.
; VUM"YEILS , U "1 - rY M151 L b /Ac- F .Q VIP MF_NY. E NAJfz AL-L REEN
x� R.e.mnIZ p u 1 7sr— IGle�L-r-S 7o MA,YGfI 7HIE WL�NC� 47f— 1, SGi4P
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pRaPE�T1ES .
Non - enclosed areas for the storage and sale of seasonal inventory shall be permanently defined and screened with
walls and /or fences. Materials, colors, and designs of screening walls and /or fences and the cover shall conform
to those used as predominant materials and colors of the building. If such areas are to be covered, then the
covering shall conform to those used as predominant materials and colors on the buildings.
N ot applicable to this project.
Temporary sales /displays, such as Christmas trees, landscape materials, and fireworks, shall follow all outdoor
requirements for all the Commercial zones, except Community Business Center, as described in the Development
Code. Location and time /duration of such sales /displays shall be reviewed and approved by the Community
Development Director or appointed designee.
N ot applicable to this project.
Sidewalks at least six (6) feet in width shall be provided along all sides of the lot that abut a public or private right -
of -way, excluding interstates. The Planning Commission may waive this requirement as part of a development
agreement.
A side walk meeting these requirements is located along the street frontage of this project
•
•
Continuous internal pedestrian walkways, no less than five (5) feet in width, shall be provided from the public
sidewalk or right -of -way to the principal customer entrance of all principal buildings on the site. At a minim
walkways shall connect focal points of pedestrian activity such as, but not limited to, transit stops, street crossings,
building and store entry points, and shall feature adjoining landscaped areas that include trees, shrubs, benches,
flower beds, ground covers, or other such materials for no less than 50 percent of their length.
One internal pedestrian walkway has been provided to connect the main entry to the furthest parking area This walkway is set
in continous landscaping to make it attractive. No other internal walkways appear to be needed as the paved areas for parking
seem to be adequate to allow all pedestrians reasonable access to the entries of the building.
Sidewalks, no less than five (5) feet in width, shall be provided along the full length of the building along any
facade featuring a customer entrance, and along any facade abutting public parking areas. Such sidewalks shall be
located at least six (6) feet from the facade of the building to provide planting beds for foundation landscaping,
except where features such as arcades or entryways are part of the facade.
Sidewalks have been placed along the south and west farnrlps of the h wilding to meet the required widths and have been a et away
from the building to create planting areas between the building and the sidewalks.
Internal pedestrian walkways provided in conformance with Subsection b above, shall provide weather protection
features such as awnings or arcades within thirty (30) feet of all customer entrances, constructed parallel to the
facade of the building. This is not intended to extend into the driving aisles or parking areas.
B oth customer entrances of this project are covered by large canopies
All internal pedestrian walkways shall be distinguished from driving surfaces through the use of durable, low
maintenance surface materials such as pavers, bricks, or scored concrete to enhance pedestrian safety and comfort,
as well as the attractiveness of the walkways. Signs shall be installed to designate pedestrian walkways.
A ll internal pedistrian walkways shall be constructed of scored concrete and appropriate signaqe will be placed to designat
s uch walkways.
Each commercial establishment subject to these standards shall contribute to the establishment or enhancement
of pedestrian and public spaces by providing at least two (2) of the following: patio /seating area, pedestrian plaza
with benches, transportation center, window shopping walkways, outdoor play area, kiosk area, water feature,
clock tower, steeple, or other such deliberately shaped area and /or a focal feature of amenity that, in the judgment
of the Planning Commission, adequately enhances such Community and public spaces. Any such areas shall have
direct access to the public sidewalk network and such features shall not be constructed of materials that are
inferior to the principal materials of the building and landscape.
SINGS 71 15 PRO -1 —� SPE
Mr>le-AL FAG)w ] 7 WOVI-D 5 sa "
1.sL - 774E LAt- )b5" S1D�wrlL -KS woVQ BE 5v�Jc1EN:& 1F 17' 15 N,K cS5AAY
WE G� ZAgJ 7o t` s7 " U4: 50M E F -AAluR ry Ml< - r
A Le U I IZFNl F N T
U.S. DEPARTMENT OF HOMELAND SECURITY
'Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE
Important: Read the instructions on pages 1 -8.
OMB No. 1660 -0008
Expires February 28. 2009
_ SECTION A - PROPERTY INFORMATION For Insurance Company Use:
Al. Building Owner's Name Teton Radiology Policy Number
A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Company NAIC Number
4` North St. - Address not yet assigned
City Rexburg State ID ZIP Code 83440
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lots 5 and 6, Block 1, Walker Addition - Division No. 2
A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) Medical / Professional
A5. Latitude /Longitude: Lat. 43 °50'03 "N Long. 111 °46'17 "W Horizontal Datum: ® NAD 1927 ❑ NAD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Number N/A
A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide:
a) Square footage of crawl space or enclosure(s) sq ft` a) Square footage of attached garage sq ft
b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade
c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP Community Name & Community Number
B2. County Name
B3. State
Rexburg, City of Community No. 160098
Madison
ID
B4. Map /Panel Number
B5. Suffix
B6. FIRM Index
Date
B7. FIRM Panel
Effective /Revised Date
B8. Flood B9. Base F ) (Zone
Z u a flo th)
16065CO020
D
06/03/1991
06/03/1991
4
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. U "
❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) !! ,yam I I
611. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 El NAVD 1988 El Oth ribe� tW �
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Are P ? ❑Yes ® o
Designation Date ❑ CBRS ❑ OPA
ry
RE A
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY
C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -g
below according to the building diagram specified in Item A7.
Benchmark Utilized IDBY -CORS Vertical Datum NAVD88 converted to NGVD29 by the NGS VERTCON program
Conversion /Comments Elevation data collected utilizing IDBY is in the NAVD88 datum, subtract 3.583 feet to obtain the NGVD29 datum of the FIRM
Check the measurement used.
a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ N /A. ❑ feet ❑ meters (Puerto Rico only)
b) Top of the next higher floor N /A. ❑ feet ❑ meters (Puerto Rico only)
c) Bottom of the lowest horizontal structural member (V Zones only) N /A. ❑ feet ❑ meters (Puerto Rico only)
d) Attached garage (top of slab) N /A. ❑ feet ❑ meters (Puerto Rico only)
e) Lowest elevation of machinery or equipment servicing the building N /A. ❑ feet ❑ meters (Puerto Rico only)
(Describe type of equipment in Comments)
f) Lowest adjacent (finished) grade (LAG) 4864.8 ® feet ❑ meters (Puerto Rico only)
g) Highest adjacent (finished) grade (HAG) 4867.1 ® feet ❑ meters (Puerto Rico only)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
information. I certify that the information on this Certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
® Check here if comments are provided on back of form.
Certifier's Name David C. Lee
License Number 10897
Title Survey Manager Company Name Forsgren Associates
Address 350 North 2 nd East City Rexburg State ID ZIP Code 83440
Signature
Date 11116107 Telephone 208 356 - 9201
(i•
FEMA Form 81 -31, February 2006 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use:
Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Policy Number
0 North St. — Address not yet assigned
City Rexburg State ID ZIP Code 83440 Company NAIC Number
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments Elevation data was collected relative to the IDBY CORS with a published orthometric elevation of 4937.55 feet in the NAVD88 Datum. The
existing FIRM for Rexburg Idaho was generated in the NGVD29 Datum. The NGS program "Vertcon" was utilized to convert the NAVD88 orthometric
elevation of IDBY (4937.55) to the NGVD29 orthometric elevation of 4933.97 (delta from NAVD88 to NGVD29 locally = -3.58 feet). The base flood elevation
for the purpose of this elevation certificate and associated property was determined from the nearest upstream flood contour as indicated on the FIRM Panel.
Said contour = 4868 feet in the NGVD29 Datum. This data is provided for design purposes only — no structures or construction plans exist at this time.
Signature / Date
L� • f // 6/d -7 ❑ Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B,
and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. For Building Diagrams 6 -8 with permanent flood openings provided in Section A Items 8 and /or 9 (see page 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE)
or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Address City State ZIP Code
Signature Date Telephone
Comments
❑ Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone A0.
G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes.
G4. Permit Number I G5. Date Permit Issued I G6, Date Certificate Of Compliance /Occupancy Issued
G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum
Local Official's Name
Title
Community Name Telephone
Signature Date
Comments
❑ Check here if attachments
FEMA Form 81 -31, February 2006 Replaces all previous editions
MATERIALS ASTM D -6938 Density of Soil and PR PAGE #1 OF I
INT DATE 411312008
TESTING & Soil-Aggregate in Place by Nuclear RADIOEASTERN
J RAL0G11RPT035MD DOC2I IC -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Gary Billman
Inspection Date: April 9, 2009
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
1 (10 ") — south parking lot, 1' below top of asphalt: 20'
131.0 4.1
125.8
1
100
Pass
north, 67' west of southeast parking lot corner
2 (12 ") — 40' west, 15' north of southeast parking lot corner
126.5 3.8
121.8
1
96
Pass
3 (10 ") — 112' west, 25' north of southeast parking lot corner
131.5 4.7
125.6
1
99
Pass
4 (12 ") — 157' west, 20' north of southeast parking lot corner
133.4 4.2
128.0
1
100
Pass
5 (10 ") — 50' east, 15' south of northwest parking lot corner
134.5 4.1
129.2
1
100
Pass
Method of testing: BS is Backscatter; Depth in inches is
Direct Transmission
Material Type: 1: 126.5pcf @ 9.5% Zollinger pit -pit run (P2909)
ASTM
D -698
Gauge Information:
MTI #: 40 Make &Model: T roxler3430 S erial #:'27576 Standard Counts:, DS:
1994
MS:
613
If there are questions concerning this report (rpt035md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
s r4 i
I M ! I
OF RE . B!J ,G
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mWEDmti- id.com • Website: www.mti- id.com
If there are questions concerning this report (rpt038md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC, Janell Hansen, City of Rexburg Building Department.
1230 North, Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mtiC rnfl- id.com • Website: www.mti- id.com
CPO
IVMATERIALS ASTM D- 6938 Density of Soil and
PPIN o #T 4 2612009
.
TESTING & Soil- Aggregate in Place by Nuclear
RAEASTERN
R.o 0 O TME80C 1C -TETON
INSPECTION Methods (Shallow Depth)
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing
❑ Special Inspections
Mark Harrison Phone:
(208) 356 -3691
MMM Facilities, LLC Fax: '(208)
359 -6457
450 East Main Street other:
Rexburg, ID 83440
Project: Teton Radiology,
Rexburg
Permit #: 08- 00322
Project Manager: Troy Posio
Inspector:. Gary Billman
Inspection Date: April 22, 2009
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 i Moisture Density
Type Comp. Fail
*All tests taken using Direct Transmission method at 4"
1 Sidewalk west side of building, top of 3 /4" base: 15' north 9
129.3 3:1 125.3
and 12' west of southwest building corner
1 97 Pass
2 35' south and 11' west of northwest building corner 126.2 3.0 122.5
1 95 Pass
3 25' south and 10' west of northwest building corner 127.0 3.5 122.7
1 95 Pass
*All tests taken using Direct Transmission method at 6"
Sidewalk north side of E. 4 th N, 10" below top of concrete:
4
7' south and 2' east of Stake 5021 128.5 5.0 122.3
2 97 Pass
5 10' east and 6' south of Stake 5017 136.0 6.2 128.0
2 100 Pass
6 12' west and 5' south of Stake 5014 127.5 6.5 119.8
2 95 Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 129.2pcf @ 12.4% Ashcraft Pit - %" minus base aggregate (P2940)
ASTM D -1557
2: 126.5pcf @ 9.5% Zollinger Pit - pit run (P2909)
ASTM D -698
Gauge Information
If there are questions concerning this report (rpt038md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC, Janell Hansen, City of Rexburg Building Department.
1230 North, Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mtiC rnfl- id.com • Website: www.mti- id.com
MATERIALS ASTM D -6938 Density of Soil and
PRINT 1E *1111
DATE 412612009
TESTING & Soil- Aggregate in Place by Nuclear
RAEAsTERN
Ra - 0 008R E Po wu000 1c-TETON
INSPECTION Methods (Shallow Depth)
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing
❑ Special Inspections
Mark Harrelson Phone:
(208) 356 -3691
MMM Facilities, LLC Fax:
(208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology,
Rexburg
Permit #• N/A
Project Manager: Troy Posio
Inspector: Daniel Baugh
Inspection Date: April 21, 2009
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'I. %
Pass/
# Density Moisture Density
Type Comp.
Fail
*All tests taken using Backscatter method
Bottom of curb, final grade: 17' south and 6' east of light
1 133.4 5.0 127.1
1 98
Pass
pole on west side of parking lot
2 35' north of light pole on south side of west approach 130.0 6.4 122.2
1 95
Pass
30' north and 16' west of light pole on east side of west
3 132.4 5.8 125.2
1 97
Pass
parking lot
32' west and 3' south of light pole at northeast corner of
4 132.0 5.2 125.5
1 97
Pass
west parking lot
5 16' north and 30' west of light pole at northwest corner of 128.5 4.1 123.4
1 96
Pass
south parking lot
53' north and 7' east of light pole at southeast corner of
6 131.2 5.6 124.3
1 96
Pass
south parking lot
7 32' east and 53' north of light pole at southeast comer of 131.0 5.4 124.3
1 96
Pass
south parking lot
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 129.2pcf @ 12.4% Depateo Ashraft Pit - V poorly graded gravel with silt/sand (P2940 -5) ASTM D-
1557
VQY V 1111V1111QI.1V11.
MTI #: 14 Make &Model: Troxler 3430 Serial #: 26084 Standard Counts: DS: 2077 MS: 679
If there are questions concerning this report (rpt037md), please contact the project manager at (208) 529- 8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cDmti- id.com • Website: www.mti- id.com
D -3 Z, z-
MATERIALS ASTM D -6938 Density of Soil and PRINT DATE 412212009
R kEASTERN
lom ID TESTING & Soil- Aggregate in Place by Nuclear RADIOLZOGIIRPT036MDEDOC „C -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Gary Billman and Daniel Baugh
Inspection Date: April 20, 2009
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 Curb and gutter, top of 1 /4” minus base: 1' north, 80' west
132.6 3.7 127.9 1
of southeast parking lot corner
99 Pass
2 F north, 35' west of southeast parking lot corner 131.8 4.0 126.7 1
98 Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 129.2pcf @ 12.4% Ashcraft pit - %" minus base aggregate (P2940)
ASTM D -1557
Gaug, Information
MY! # X40 Make &Model Troxler3430 Serial #: Standard Count's" DS i 2018 ' MS
554
If there are questions concerning this report (rpt036md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mtiOrriti- id.com • Website: www.mti- id.com
„' MATERIALS ASTM D -6938 Density of Soil and PRINT DA /2009
RIEASTERN
cp TESTING & Soil- Aggregate in Place by Nuclear P ND1OLOG MDEDOC IIC-TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Jared Russell
Inspection Date: April 29, 2009
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'1.
%
Pass/
#
Density Moisture
Density
Type
Comp.
Fail
*All tests taken using Direct Transmission method at 8”
1
Under sidewalk, finish grade: 12' south and 50' west of 133.1 5.2
126.5
1
100
Pass
southwest building comer
2
20' south and 35' east of southeast building comer 132.2 8.2
122.1
1
96
Pass
3
90' south and 30' east of southeast building corner 132.7 4.8
126.6
1
100
Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 126.5pcf @ 9.5% Zollinger Pit — pit run (P2909 -S)
ASTM
D -698
Gauge Information
MTI #: 40 Make & Model: Troxler 3430 Serial #:27576 StandardCounts�DS: 2011 IMS 621
If there are questions concerning this report (rpt041 md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building
MAY - 6 2009
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cDmti- id.com • Website: www.mti - id.com
MATERIALS ASTM D -6938 Density of Soil and PR PAGE #1 OF 1
INT DATE 6 /112009
CP 0 R: \EASTERN
TESTING & Soil- Aggregate in Place by Nuclear RADIOLOGARPT039MDEDOC -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Gary Billman
Inspection Date: April 23, 2009
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 South sidewalk on north side of E 4` N, top of 1/4"
130.0 4.3
124.7
1
97
Pass
material: 6' south and 4' east of Stake #5013
2 5' south of Stake #5016
129.2 3.9
124.4
1
96
Pass
3 3' south of Stake #5018
127.4 3.6
123.1
1
95
Pass
6' west and 8' south of fire hydrant north of the corner of E
4
126.7 3.2
122.8
1
95
Pass
4` N and First American
Method of testing: BS is Backscatter; Depth in inches is
Direct Transmission
Material Type: 1: 129.2pcf @ 12.4% Ashcraft Pit -'
/a" minus base aggregate (P2940)
ASTM D -1557
Gauge Information: ,.. ........ __..
....
MTI # !40 I Make & Model Troxler 3430 Serial #. 27576 Standard Counts DS
2008 MS
612
If there are questions concerning this report (rpt039md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
__ F61 4 —
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mtiCcDmti- id.com • Website: www.mti- id.com
MATERIALS
TESTING 6
INSPECTION
PAGE #1 OF
PRINT DATE 51112009
RAEASTERN lomo\2008REPORTME80211 C -
TETON RADIOLOGIIRPT040SWE.DOC
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Inspector: Josh Clark
Inspection Date: April 24, 2009
STRUCTURAL STEEL WELDING INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Arrived on site and visually inspected the completed welding performed by qualified welders using a FCAW
process with E -71M electrodes. Inspection consisted of single pass fillet welds and complete joint penetration
welds at W -beam splice. Performed ultrasonic testing; a total of two welds were tested with two rejectable
indications located on row F line 6.
Note: Failing indications found in top and bottom flanges. Only fillet welds can be inspected on reinforcing
plates for web. MTI needs RFI for this connection.
Work inspected was in compliance with project plans and specifications, except as noted.
REINSPECTIONIRETESTING REQUIRED
If there are questions concerning this report (rpt040swe), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mtiO)mti- id.com • Website: www.mti - id.com
MATERIALS ASTM C -39 Concrete Cylinder PRINT 1A11 I
DA#E OF 311612009
TESTING & Compressive Strength RADIOLZOG1 1C90658.Doc0211C -TETON
INSPECTION
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Permit #• N/A
Contractor: Oakland Inspector: Gary Billman
Supplier: Walters Ready Mix Truck #: 116 Ticket #: 09928
Mix ID: 172 # Of Yards: 21 of 32 Report #: 032rc
Location: Floor slab between lines 6 -6.9 rows A -B
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (cy):
Cylinder
Weather Conditions:
Partly sunny, windy
Cement (lbs):
Compressive
Ambient Temperature (F):
29
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F):
69
Water (gal):
Provided
Time Concrete Batched (from Ticket):
7:06am
Coarse Agg. #1 (lbs):
By
Time Representative Concrete Placed:
7:50am
Coarse Agg. #2 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %):
2.6
Fine Agg. #1 (lbs):
Redi
Slump (ASTM C 143) (inches):
6
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)
---- - - - - --
Water /Cement Ratio:
12
1.00
28.18
28
Sampled in accordance with
ASTM C 172
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast pate: Mar 5, 09 Specified f'c(psi): 4000
# 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
90658
5.99
12
1.00
28.18
7
Mar 12, 09
110,595
3920
2
90659
5.99
12
1.00
28.18
28
90660
5.99
12
1.00
28.18
28
90661
5.99
12
1.00
1 28.18
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.
Note: Super plasticizer added to concrete onsite, polyheed997.
If there are questions concerning this report (00658), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cDmti- id.com • Website: www.mti- id.com
MATERIALS ASTM C -39 Concrete Cylinder PRINT PAGE OF I
DA A TE311212009
TESTING & Compressive Strength Roo OGY\C90650.Doc -TEfON
INSPECTION
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Permit #• N/A
Contractor: Oakland Inspector: Gary Billman
Supplier: Walters Ready Mix Truck #: 95 Ticket #: 09909
Mix ID: 172 # Of Yards: 10 of 29 Report #: 030co
Location: Floor slab lines 3 -4, rows C -17.2
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (cy):
Cylinder
Weather Conditions: Overcast
Cement (lbs):
Failure
Ambient Temperature (F): 35
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F): 66
Water (gal):
Provided
Time Concrete Batched (from Ticket): 7:02am
Coarse Agg. 41 (lbs):
By
Time Representative Concrete Placed: 7:34am
Coarse Agg. 42 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %): 4.9
Fine Agg. 41 (lbs):
Redi
Slump (ASTM C 143) (inches): 5%
Fine Agg. 42 (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):
90651
Set # (if any) ---- - - - - --
Water /Cement Ratio:
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: Mar 4, 09 Specified fc (psi): 4000
# 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
90650
5.96
12
1.00
27.90
7
Mar 11, 09
126,700
4540
4
90651
6
12
1.00
28.27
28
90652
6
12
1.00
28.27
28
90653
6
12
1 1.00
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.
Note: Super Plasticizer placed in concrete onsite.
If there are questions concerning this report (00650), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti _mti- id.com • Website: www.mti- id.com
MATERIALS ASTM C -39 Concrete Cylinder R PRINT �� # RN 4/3/2009
PAGE OF I
TESTING & Compressive Strength IRADioLochc90658.00c0211c -TeroN
INSPECTION
'I
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Permit #• N/A
Contractor: Oakland Inspector: Gary Billman
Supplier: Walters Ready Mix Truck #: 116 Ticket #: 09928
Mix ID: 172 # Of Yards: 21 of 32 Report #: 032rc
r
Cast Date: Mar 5, 09 Specified fc (psi): 4000
# of Cylinders: 4
Cylinder
TEST PROPERTIES & CONDITIONS:
MIX PROPORTIONS PROVIDED BY SUPPLIER:
Batch Size (cy):
Test
Weather Conditions: Partly sunny, windy
Cement (lbs):
C-617
Ambient Temperature (F): 29
Fly Ash (lbs):
Not
Concrete Temp. (ASTM C 1064) (F): 69
Water (gal):
Provided
Time Concrete Batched (from Ticket): 7:06am
Coarse Agg. #1 (lbs):
By
Time Representative Concrete Placed: 7:50am
Coarse Agg. #2 (lbs):
The
Air Content (ASTM C 231 or C -173) ( %): 2.6
Fine Agg. #1 (lbs):
Redi
Slump (ASTM C 143) (inches): 6
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):
12
Set # (if any) ---- - - - - --
Water /Cement Ratio:
28
Apr 2, 09
136,230
4830
Sampled in accordance with ASTM C 172
5
PASS
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast Date: Mar 5, 09 Specified fc (psi): 4000
# 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
90658
5.99
12
1.00
28.18
7
Mar 12, 09
110,595
3920
2
90659
5.99
12
1.00
28.18
28
Apr 2, 09
136,230
4830
5
PASS
90660
5.99
12
1.00
28.18
28
Apr 2, 09
145,820
5170
4
PASS
90661
1 5.99
12
1 1.00
1 28.18
1 28
Apr 2, 09
1 137,180
1 4870
2
1 PASS
Notes: Cylinder diameter based on average for mdmeatea test date; ns r M tr - It is a stumr cap —AD t rvi %_ iz.� r neoprouc paus uacu
Note: Super plasticizer added to concrete onsite, polyheed997.
If there are questions concerning this report (c90658), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC;Janell Hansen, City of Rexburg Building Department.
JR I APR - 6 M9
CITY OF REXBUitG
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(d)mti- id.com • Website: www.mti id.com
Co MATERIALS ASTM C -39 Concrete Cylinder PAGE #RN°32o09
TESTING & Compressive Strength R oOLOGAc90650. Do 1c -TETON
INSPECTION
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Permit df• N/A
Contractor: Oakland Inspector: Gary Billman
Supplier: Walters Ready Mix Truck #: 95 Ticket #: 09909
Mix ID: 172 # Of Yards: 10 of 29 Report #: 030co
Location: Floor slab lines 3 -4, rows C -F.2
Test
MIX PROPORTIONS PROVIDED BY SUPPLIER:
TEST PROPERTIES & CONDITIONS:
Batch Size (cy):
Weather Conditions: Overcast
Cement (lbs):
Ambient Temperature (F): 35
Fly Ash (lbs): Not
Concrete Temp. (ASTM C 1064) (F): 66
Water (gal): Provided
Time Concrete Batched (from Ticket): 7:02am
Coarse Agg. 41 (lbs): By
Time Representative Concrete Placed: 7:34am
Coarse Agg. #2 (lbs): The
Air Content (ASTM C 231 or C -173) ( %): 4.9
Fine Agg. #1 (lbs): Redi
Slump (ASTM C 143) (inches): 5' /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) ---- - - - - --
Water /Cement Ratio:
4
Sampled in accordance with ASTM C 172
90651
Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab
Cast Date: Mar 4, 09 Specified f'c (psi): 4000
# of Cylinders: 4
Cylinder
Corr.
Cylinder
I
Test
Test
Failure
Compressive
C -617
Fracture
ID I Diam. Height
Factor
Area
A e
Date
Load
Strength
_Cap
Type
Compliance
90650
5.96
12
1.00
27.90
7
Mar 11, 09
126,700
4540
4
90651
5.96
12
1.00
27.90
28
Apr 1, 09
163,350
5860
4
PASS
90652
5.96
12
1.00
27.90
28
Apr 1, 09
160,320
5750
4
PASS
90653
5.97
12
1.00
27.99
28
Apr 1, 09
159,455
5700
4
PASS
Notes: Cylinder diameter based on average for indicated test date; AS 1 M U -6111s a sulnu cap — As 1 M U its 1 neoprene pass useO umess Ou1el W15C 11ULUU.
Note: Super Plasticizer placed in concrete onsite.
If there are questions concerning this report (c90650), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cDmti- id.com • Website: www.mti - id.com
MATERIALS ASTM D -6938 Density of Soil and PR PAGE #1 OF 1
INT DATE 4l92009
R: \EASTERN
RADI OL2O08REPOR 1VIDDO 211C -TETDN
TESTING & Soil- Aggregate in Place by Nuclear
16 RADIOL0011RPT034MD. DOC
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Gary Billman
Inspection Date: April 7, 2009
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
1 (6 ") — parking lot 1' below existing grade, 30' west, 30' 108.0 7.3
100.7
1
95
Pass
south of southeast building corner
2 (8 ") — parking lot 1' below existing grade, 45' west, 40' 107.7 2.8
104.8
1
99
Pass
south of southeast building corner
3 (8 ") — parking lot 2' below existing grade, 70' west, 65' 115.9 12.2
103.4
1
98
Pass
south of southeast building corner
4 (8 ") — parking lot 2.5' below existing grade, 90' west, 80' 111.5 11.0
100.5
1
95
Pass
south of southeast building corner
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 105.5pcf @ 15.1% onsite -sand (P2931)
ASTM
D -698
Gauge Information:
NM #: 40 Make & Model: Troader 3430 Serial #: 27576 Standard Counts: DS:
2015
MS:
612
If there are questions concerning this report (rpt034md), please contact the project manager at
(208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cbmti- id.com • Website: www.mti - id.com
MATERIALS
TESTING £s
INSPECTION
PAGE #1 OF 1
PRINT DATE 4/9/2009
RA EASTERNIDAHO\2008REPORTS1E80211c-
TETON RADIOLOGARPTWIDOC
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Inspector: Troy Posio
Inspection Date: April 6, 2009
INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
MTI inspector arrived onsite to perform density testing on the south parking lot. The parking lot has soft areas
that need to be addressed prior to compaction and placing a pavement section.
MTI recommends that the contractor follow one of the following:
1. Rip area and disc to allow aerating. This could be accomplished in a timely manner, weather permitting.
2. Over - excavate parking lot V or until sand is reached. In areas that sand is not noted, place fabric prior to
bringing in structural fill. Compact all structural fill to 95% of ASTM D -698.
3. Armor ground by placing 3" clean select rock and rolling it into soft areas. Continue process until the 3"
material will no longer be compacted into the soft areas.
Contractor requested density testing performed in a couple locations that appeared to be dry and not soft.
Readings were between 85 % -92 %.
Inspector collected a sample to perform a proctor in accordance with ASTM D -698.
If there are questions concerning this report (rpt033), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti @mti- id.com • Website: www.mti- id.com
MATERIALS
TESTING S
INSPECTION
0800322
Teton Radiology Madison
o Environmental Services o Geotechnical Engineering o
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Inspector: Josh Clark
Inspection Date: May 15, 2009
STRUCTURAL STEEL WELDING INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Arrived on site and visually inspected the completed welding performed by qualified welders using a SMAW
process with E -7018 electrodes. Inspection consisted of single pass fillet welds and complete joint penetration
welds on w -beam to w -beam splice. Performed ultrasonic testing at multi - diagnostic room. A total of 2 welds
were tested with one rejectable indication located at multi diagnostic room splice on beam.
Note: Bottom flange of beam had failing indication; also web stiffeners in multi diagnostic room were welded
down -hand, which is not acceptable per AWS D1.1. Also need clarification for type of bolts to use in
structure.
Work inspected was in compliance with project plans and specifications, except as noted.
REINSPECTIONIRETESTING REQUIRED
If there are questions concerning this report (rpt042swe), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
MAY 2 1 2009
CITY OF REXBURG
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cbmtkid.com • Website: www.mb- id.com
MATERIALS ASTM D -6938 Density of Soil and PR E NT DAA O 512212009
R: \EASTERN
ID TESTING & Soil- Aggregate in Place by Nuclear RADIO \LOGY\RPT043MDEDOC11C -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Daniel Baugh
Inspection Date: May 20, 2009
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'1. % Pass/
# Density Moisture Density Type Comp. Fail
*All tests taken using Direct Transmission method at 8"
Center of storm trench in northwest entrance to west
1 parking lot at top of subgrade: 10' north of curb on south 126.0 3.1 122.2 1 97 Pass
side of entrance
2 20' north of curb on south side of entrance 126.5 4.0 121.6 1 96 Pass
*All tests taken using Backscatter method
3 Center of sidewalk on west side of building at top of sub- 128.6 2.9 125.0 2 97 Pass
base: 45' north and 9' west of southwest building corner
4 50' northwest of road 126.8 2.3 123.9 2 96 Pass
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 126.5pcf @ 9.5% Zollinger Pit — pit run, poorly graded sand with gravel (P2909) ASTM D -698
2: 129.2pcf @ 12.4% Depatco Pit - %" poorly graded gravel with silt and sand (P2940)ASTM D -1557
Gauge Information
MTI# '41 Make & Modell: Tro�der3430. Serial # 127576 Standard Counts:' DS: 2360 CMS 661
.............. _ _._.... ..
If there are questions concerning this report (rpt043md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(o)mtkid.com • Website: www.mti - id.com
MATERIALS ASTM D -6938 Density of Soil and PR PAGE #1 OF 1
INT DATE 6 /1/2009
R: \EASTERN
CP TESTING & Soil- Aggregate in Place by Nuclear RADIOLZOGY \RPT044MD.DOCI1C -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Josh Clark
Inspection Date: May 28, 2009
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 12"
1
South parking lot, 7" below top of asphalt: 70' west and
139.5
5.4
132.3
1
100
Pass
15' north of southeast corner
2
25' west and 35' north of southeast corner
126.5
5.1
120.3
1
95
Pass
3
50' east and 85' north of southeast corner
136.6
5.4
129.7
1
100
Pass
4
40' east and 12' south of northwest corner
135.1
4.8
128.8
1
100
Pass
5
30' west and 25' south of northwest corner
140.0
5.0
133.4
1
100
Pass
6
50' east and 25' north of northwest corner
136.8
3.7
132.0
1
100
Pass
7
30' north and 25' west of southwest building corner
134.9
3.9
129.8
1
100
Pass
8
50' west and 10' south of northeast corner of north most
135.7
4.8
129.5
1
100
Pass
parking lot
9
10' east and 35' south of northeast corner
136.7
4.3
131.1
1
100
Pass
10
West parking lot, 7" below top of asphalt: 10' east and 10'
135.3
3.1
131.2
1
100
Pass
south of northwest corner
11
12' north and 10' west of southeast corner
138.7
5.6
131.3
1
100
Pass
Method of testing: BS is Backscatter; Depth in inches is
Direct Transmission
Material Type: 1: 126.5pcf @ 9.5% Zollinger Pit
- pit run (P2909)
ASTM
D -698
Gauge Information.
MTI # ,17 Make & Model: Troxler 34401 Serial # 34596 Standard Counts: DS:. 2547 MS 736
If there are questions concerning this report (rpt044md), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(ccilmti- id.com • Website: www.mti - id.com
0s, f
MATERIALS
TESTING S
INSPECTION
PAGE #1 OF 1
PRINT DATE 6/1/2009
R: \EASTERN IDAHO\2008REPORTS\E80211C-
TETO1i RADIOLOGY\RPT045SWE. DOC
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Project Manager: Troy Posio
Inspector: Josh Clark
Inspection Date: May 28, 2009
STRUCTURAL STEEL WELDING INSPECTION REPORT
On the above date, our representative performed work on the referenced project as reported below.
Arrived on site and visually inspected the completed welding performed by qualified welders using a SMAW
process with E -7018 electrodes. Inspection consisted of single pass fillet welds and complete joint penetration
welds. Performed ultrasonic testing; a total of one weld was tested with no rejectable indications. Retests
passed.
Work inspected was in compliance with project plans and specifications.
If there are questions concerning this report (rpt045swe), please contact the project manager at (208) 529 -8242.
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
0 4 —
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(a)mti- id.com • Website: www.mti - id.com
MATERIALS ASTM D -2950 Density of Bituminous PRNT °52009
RNEASTERN
TESTING & Concrete in Place by Nuclear Methods DAHOM08REPORTME80211c -TETON
INSPECTION
C P
RADIOLOGI1RPT047AD. DOC
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440 , " " 3z Z
ProjectCeton Radiology, Rexburg Permit #
Project Manager:, Troy Posio
Inspector: ; Josh Clark
Inspection Date:' June 3, 2009
Contractor Name: Okland
Weather: Partly cloudy Gauge #: 17 DS: 2542
Material Source: Teton Pit
Marshall Unit Weight:
Mix Temperature (Delivered): 280 -295 °F
Paving Contractor: HK
MS: 738 % Comp. Spec. 92 -95%
Asphalt Mix Description: '' /z" Commercial
Hveem Maximum Theoretical: 143.4
Mix Design Provided: Yes X No Spec. Mat Thick. 3"
Test
#
Location
Test A
Test B
Average
Core
Corrected
Percent
Core
I
South parking lot: 60' west and 25' north of southeast
131.4
9o
132.3,
131.9
Correlation
Density
Comp.
Thickness
corner
2
60' north and 40' west of southeast corner
132.0
131.9
132.0
3
35' north and 30' east of southeast corner
131.9
132.7
132.3
4
50' north and 3' west of centerline of southeast
133.2
132.9
133.1
entrance
5
30' west and 25' south of southeast building corner
13 1 .4
13 2.4
131.9
6
35' north and 25' west of southwest building corner
133.4
131.7
132.6
7
West parking lot: 15' north and 15' east of southwest
134.2
132.7
133.5
corner
8
35' east and 5' south of centerline of northwest access
131.9
131'.2'
131.6
9
South parking lot: 50' east and 30' south of northwest
135.2
13-
134.4
;<
10
r
30' west and 55' south of southwest building corner
131.3
131`.
131.4
11 corner
50' north and 10' east of centerline of southwest
130.1
129.2
129.7
entrance
Gauge Information:
MTI #: 17 Make & Model: Troxler 3440 Serial #: 34596
Standard Counts: DS: 2542 MS: 738
Note: No percent compaction given at this time since no cores were taken for correlation. Results shown are for information
only.
If there are questions concerning this report (rpt047ad.doc), please contact the project manager at (208) 529 -8242.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(ccilmti- id.com • Website: www.mti- id.com
MATERIALS ASTM D -2950 Density of Bituminous PRINT DATE 662009
RIEASTERN
TESTING & Concrete in Place by Nuclear Methods DAH2008REPORTM - TETON
INSPECTION RADIOLOGI1RPT047AD. DOC
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
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: mti(Wmti- id.com • Website: www.mti - id.com
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Mark Harrison Phone: (208) 356 -3691
MMM Facilities, LLC Fax: (208) 359 -6457
450 East Main Street Other:
Rexburg, ID 83440
Project: Teton Radiology, Rexburg
Permit #: N/A
Project Manager: Troy Posio
Inspector: Josh Clark and Corey Wheeler
Inspection Date: June 1, 2009
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. %
Density Moisture Density Type Comp.
Pass/
Fail
1 97
All tests taken using Backscatter method
1 98
Pass
1 95
I
At finish ' / 4 " base: 3' north of southeast parking lot corner
128.6
2.4
125.5
2
20' east and 35' north of southeast parking lot corner
130.4
2.7
127.0
3
20' west and 10' north of southeast parking lot corner
126.0
2.5
122.9
4
65' west and 45' north of southeast parking lot corner
129.0
2.1
126.3
5
50' east and 12' south of northwest parking lot corner
126.7
3.0
123.0
6
30' west and 30' south of northwest parking lot corner
127.7
2.8
124.0
7
40' north of southwest entrance corner
132.9
3.8
128.1
8
20' north and 20' west of northwest parking lot corner
132.9
2.6
129.9
9
15' east and 5' north of northwest parking lot corner
128.0 `
2.5
124.9
10
15' west and 40' south of northwest building corner
129.5
2.7
126.1
11
30' east of northwest access
129.5
2.7
126.1
12
6' east and 9' north of west parking lot corner
129.2
3.3
125.0
13
10' north of west parking lot southeast corner
126.6
2.4
123.6
14
20' south and 15' west of southeast building corner
127.4
2.1
124.7
15
25' south and 10' east of southeast building comer
128.6
1.9
126.3
16
50' northeast of southeast entrance
129.3
2.2
126.5
Method of testing: BS is Backscatter; Depth in inches is Direct Transmission
Material Type: 1: 129.2pcf @ 12.4% DePatco Pit -'/4"
minus base aggregate (P2940)
Pass/
Fail
1 97
Pass
1 98
Pass
1 95
Pass
1 98
Pass
1 95
Pass
1 96
Pass
1 99
Pass
1 100
Pass
1 97
Pass
1 98
Pass
1 99
Pass
1 97
Pass
1 96
Pass
1 97
Pass
1 98
Pass
1 98
Pass
ASTM D -1557
Gauge Information:
MTI #: 33 Make & Model: Troxler 3411 Serial #: 7090 Standard Counts: DS: 143.6 MS: 532
If there are questions concerning this report (rpt046md.doc), please contact the project manager at (208) 529 -8242.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti@M i-id coin • Website: w8 mti- id.com
MATERIALS ASTM D -6938 Density of Soil and PRINTDAA E O 6/4/ 009
R: \EASTERN
TESTING & Soil- Aggregate in Place by Nuclear IDAHO
RADIOLOGY\RPT046MDEDOC -TETON
INSPECTION Methods (Shallow Depth)
o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections
Respectfully submitted,
MATERIALS TESTING & INSPECTION, INC.
Reviewed by: George DuPont
Corporate Construction Services Manager
cc: Mark Harrison, MMM Facilities, LLC; Janell Hansen, City of Rexburg Building Department.
1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911
Email: mti(cDmti- id.com • Website: www.mti- id.com
3L2
0800
r. .�
�09 wo&nal
DESIGN CALCULATIONS FOR
REXBURG OUTPATIENT CLINIC
Job # 07590
Client: Ward Blake Architects
Jackson, Wyoming
Designed by: Dean M. Tracy, PE
TA BLE OF CONTENTS
PAGE DESCRIPTION
1.0 Design Criteria Summary
2.0 -2.10 Roof Framing
3.0 -3.4 First Floor Framing
4.0 -4.7 Lateral Analysis
5.0 -5.10 Frame Design
6.0 -6.4 Header Design
7.0 -7.6 Column Design
8.0 -8.12 Foundation Design r .
END
JUL 7 M
OF REXBURG f
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
6.
C
Tele- onea ) 523 -6918 E- mail:asagsenainests.net
Design Criteria Summary for the Rexburg Outpatient Clinic
Ground snow load - 47 psf
Snow exposure factor Ce - 1
Thermal Factor Ct- 1
Snow load Importance I - 1
Roof snow load - 35 psf
Roof dead load - 20 psf
Floor live load - 100 psf
Floor dead load - 20 psf
Basic Wind Speed
(3- second gust) - 90 mph
Wind Importance Factor - 1
Wind Exposure - C
Seismic Design Criteria
Seismic Importance Factor -
1.0
Response Modification Coefficient R -
6.5
Spectral Response Accelerations
Ss-
60.6
Si-
19.3
Site Class -
Spectral Response Coefficients
Sds -
Sd 1 -
Seismic Design Category -
Seismic Response Coefficient Cs
Snow Load Used in Seismic Calci
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
C
0.468
0.207
D
- 0.072
ilations - 20% x 35 psf = 27 psf
Allowable Soil Bearing Pressure - 3000 psf
Lateral Soil Load - 42 psf
j'0
,7 . f'/
6&3 'C'E"nigirleers, Sheet -),o -
Y
9 1/2" TJI® 210, 2 plies @ 16" o/c
TJ -6e 6; S r sl J r be 5,
User z,, PNI THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
FOR THE APPLICATION AND LOADS LISTED
i.'rr ?;let S,_r }; =..•12 Ri_'o` D1cJ�ell�ll
r
7
t.
Product Diagram 19 Co('ce;
- Delectioe C-i:era STAND RD(LL L 360 TL:G240)
- Brac.ng(Lu;. ?.f compress!o 1 edges Cep and bottom) must be braced at 3' to' etc un ess detailed cthenvise. Proper attachment and positioning of lateral brae ir9 iti fete sired o achue':e
member slability
Design assumes adequate continuous lateral support of the compression edge
ADDITIONAL NOTES:
- IMPORTANT' The analysis presented is output from software developed by iLevel !Levek� warrants tie sizing of its products by this software will be accomplished in acre c a te:e
tlith Leveiib product design criteria and code accepted design values The soacific product application . input design loads . and stebed dimensions have been provided by the software
user This output has not been reviewed by an iLevel Associate.
-Not all products are readily avatlatie Check with your supplier or Level-9 technical representative fcr product availability
-THIS ANALYSIS FOR :LeveiO PRODUCTS ONLY' PRODUCT SUBSTI - UT ON VO'DS THIS ANALYSIS
- Allonab!e Stress Desigr methodology was used for Building Code UBC analyzing the iLevek? Distribution product listed above.
-Note. See iLevelu Specifier s,'Buiider's Guide for multiple ply connection
PROJECT INFORMATION:
Rexburg Outpatient Clinic
OPERATOR INFOR MATION:
Dean Tracy
G&S Structural Engineers
!600 John Adams Parkway
Suite 200
Idaho Falls. iD 83401
°hone . (2C8) 522 -5918
Fax :(2)81523 -6922
gsiagsengineers. net
,
All din are 1)Orizontal,
LOADS:
Analysis is for a Joist Member
Primary Lcad Group - Snow (psf). 35.0
Live at 115 duration. 200 Dead
SUPPORTS:
Input Bearing
Vertical Reactions (Ibs) Detail
Other
Width Length
Live /DeadlUplik/Total
1 Stud wail 350' 3.50"
490 280 107770 F! Blocking
1 Ply 91i2'TJIz
_ Stud wall 3.30• 3 50'
490 ; 280 1 0 ; 770 RI Blocking
1 Ply 9 1 ;2" 20
See iLeve:'D Specifier`s:Bu!laer's Guide for detad(s). R1 Blocking
DESIGN CONTROLS:
Maximum
Design Control Result
Location
Shear (Ibs, 755
-749 3059 Passed (24'10)
Rt. end Span 1 under Snow loading
Vertical Reaction Nips 755
'55 3059 Passed (25 "%)
3eanng 2 under Snow loading
Mortert (Ft -Lbs) 3884
3884 6578 Passed (59%)
MID Span I under Snow loading
Live t oac Dell (it),
0.592 D 686 Passed (L'417)
MID Spar I under Snow loading
Total Load Cefl l,ni
0.930 1.029 Passed (U265)
MID Spar t under Snow loadirg
Product Diagram 19 Co('ce;
- Delectioe C-i:era STAND RD(LL L 360 TL:G240)
- Brac.ng(Lu;. ?.f compress!o 1 edges Cep and bottom) must be braced at 3' to' etc un ess detailed cthenvise. Proper attachment and positioning of lateral brae ir9 iti fete sired o achue':e
member slability
Design assumes adequate continuous lateral support of the compression edge
ADDITIONAL NOTES:
- IMPORTANT' The analysis presented is output from software developed by iLevel !Levek� warrants tie sizing of its products by this software will be accomplished in acre c a te:e
tlith Leveiib product design criteria and code accepted design values The soacific product application . input design loads . and stebed dimensions have been provided by the software
user This output has not been reviewed by an iLevel Associate.
-Not all products are readily avatlatie Check with your supplier or Level-9 technical representative fcr product availability
-THIS ANALYSIS FOR :LeveiO PRODUCTS ONLY' PRODUCT SUBSTI - UT ON VO'DS THIS ANALYSIS
- Allonab!e Stress Desigr methodology was used for Building Code UBC analyzing the iLevek? Distribution product listed above.
-Note. See iLevelu Specifier s,'Buiider's Guide for multiple ply connection
PROJECT INFORMATION:
Rexburg Outpatient Clinic
OPERATOR INFOR MATION:
Dean Tracy
G&S Structural Engineers
!600 John Adams Parkway
Suite 200
Idaho Falls. iD 83401
°hone . (2C8) 522 -5918
Fax :(2)81523 -6922
gsiagsengineers. net
pAr
' 9 112" TJIO 210 @ 16" OIC
TJ -B m s) 1N r - br , 513377°
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
e FOR THE APPLICATION AND LOADS LISTED
zr;l;�er Sla:e: r' P.ijof SfoGeu
E M : a
Product Diagram is C0l71cel.tual-
j
- Detlectice Cntena STAND,',RD(LL. I-360 T_ L7240).
-Erac ng(Lu) ,` -:I compression edges (top and bottom must be braced nr ., a,c unless detailed e, -. ^rue. Proper attachmec� and positroninc of lateral bracing is required to n
member stability
- Design assumes adequate , .ontinuou=_ lateral support of the compression edge
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by i-eveig iLevelCkr warrants the sizing of its products by this software will be accomplished in accorearce
with Level CO oroduct design criteria and code acceptec design valies The specific produce application. :nput design loads, and stated dimensions have been provided by the software
user This output has not been reviewed by an iLevelrD Associate.
-Not ai preduc are readily ava lable, Check with your supplier or Lever technical representative for product availability
-THIS ANALYSIS FOR iLevel'J PRCDUCTS CNLYI PRODUCT SUBSTITUTION VOIDS TH S ANALYSIS.
- Allowable Stress Design methodo.agy was used for Building Code UBC analyzing the iLevel Distribution product listed above
PROJECT INFORMATION:
Rexburg Outpatient Cliric
OPERATOR INFO RMATION:
Dean Tracy
G &S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 8340"
Phone (208) 523 -6918
Fax (206) 523 -6922
gs,,_%)gsengireers -net
All .Jfrrfertisioris are ;ior
zontdl.
LOADS:
Analysis is `c( a Joist Member
Primary Load Group - Sncw Ipsf) 35 Live at 115 duration, 20.0 Dead
SUPPORTS:
Input Bearing
Vertical Reactions (Ibs) Detail
Other
Width Length
Live /Dead(UplifU'Total
' Stud Na 1 3 SO" t.50"
3731 213 ? 0 58' RI Btockmg
1 Ply 9 112' TiLD 210
2 Stud wall 350" 3.50"
373i 21310' S8'. R1. Blocking
I Fly9 112" tJh?7210
See ILeve6ii) Speclhei'srBufoer's Guide
for detaJ(s): R1 Blocking
DESIGN CONTROLS:
Maximum
Design Control Result
Location
Shear (Ibs;
-565 1530 Passed (375b)
Rt_ and Span 1 under Snow loading
Yeibcai Reaction (Ibs) 57
571 1530 Passed (37`4.)
Bearing 2 uncor Snow leading
Mcmert (Ft -'_bs; _225
2226 3289 Passed (68i
MID Span 1 under Snow loading
Live Load Defl ;in,
0 403 0.519 Passed (L1464)
MID Span I under Snow loading
Total -, Deft fin)
0 633 0.779 Passed (L296)
MID Span 1 under Snow loading
Product Diagram is C0l71cel.tual-
j
- Detlectice Cntena STAND,',RD(LL. I-360 T_ L7240).
-Erac ng(Lu) ,` -:I compression edges (top and bottom must be braced nr ., a,c unless detailed e, -. ^rue. Proper attachmec� and positroninc of lateral bracing is required to n
member stability
- Design assumes adequate , .ontinuou=_ lateral support of the compression edge
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by i-eveig iLevelCkr warrants the sizing of its products by this software will be accomplished in accorearce
with Level CO oroduct design criteria and code acceptec design valies The specific produce application. :nput design loads, and stated dimensions have been provided by the software
user This output has not been reviewed by an iLevelrD Associate.
-Not ai preduc are readily ava lable, Check with your supplier or Lever technical representative for product availability
-THIS ANALYSIS FOR iLevel'J PRCDUCTS CNLYI PRODUCT SUBSTITUTION VOIDS TH S ANALYSIS.
- Allowable Stress Design methodo.agy was used for Building Code UBC analyzing the iLevel Distribution product listed above
PROJECT INFORMATION:
Rexburg Outpatient Cliric
OPERATOR INFO RMATION:
Dean Tracy
G &S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 8340"
Phone (208) 523 -6918
Fax (206) 523 -6922
gs,,_%)gsengireers -net
4
Project — Date
Project No, 77
Designed By
V
[- If 5 ,7 / -/,, (, 0
vp k e , el�
/0
� - 7, -,- Y 1 z ;,
10
3
Al
Al I
to <- q X1, -7
,
— 1
G&S Structural Engineers
Uhf x
Sheet
4
Wood
I OAnS ( lbs. ost, or plf) :
I
ICOMPANY I PROJECT
Works q r - ks , I
May 6,2008'4,38 woodlols,
Design Check Calculation Sheet
Sizer 7.0
------- --------
711"
- 4 - I - - -
--, r-, �!!
�a
�na
er
1 7 .
T,
_-,
- i - I I 1% -:] i .1
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
T-7,3
7'.7-3
7-6"
'Min bearing length for joists is 1/2" for exterior supports
Lumber-soft, D.Fir-L, No.1, 2x10"
Soacea at 12" c!c, Slope 10.0 deg, Total length 15-278", Self-weight of 3.3 plf included in loads:
Lateral support: top= full, bottom= at supports: Repetitive factor applied where permitted (refer to online help).
Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005:
1, q
COMPANY I PROJECT
WoodWorks"
May 6 2008 15:27 woodjoist
Design Check Calculation Sheet
Sizer 7.0
1 OA lbs, psf, or plf
A
- MAXIMUM REA CTIONS (Ibs) and BEARING LENGTHS (in) :
- _I
ir 21
L
J c a
Z 4
A
- MAXIMUM REA CTIONS (Ibs) and BEARING LENGTHS (in) :
- _I
ir 21
L
L
Lumber-soft, D.Fir-L, No.2, 3x12"
Spacec at 24" c!c, Self-weight of 6 68 pif included in loads.
Lateral support top= fill bottom= at supports, Oblique angle 5.0 [deg]: Repetitive factor applied where permitted (refer to owne heipj,
[WARNING M --cer length exceeds typical stock length of 18,0 [ft]
I Analysis vs. Allowable Stress (psi)
and Deflection (in)
using NDS 2005:
F'x
� � _ . - 'i = ��:
L
=
- � = y i t
- z' 5'
ICOMPANY PROJECT
J-
WoodWorks'
ilay 6 21208 15.216 _wcodjoist
Design Check Calculation Sheet
Sizer 7.0
1 OAns lbs, psf, or plf
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
16i
Lumber-soft, D.Fir-L, No.2, 3x12"
Spaced at 24'* C/C ' Self-weight of 6,68 olf included in loads,
Lateral support too= full bottom= at supports; Oblique angle 5 0 [deg]: Repetitive factor applied where permitted (refer to online nelp).
This section FAILS the design check
WARNING: Tnis section violates the following design criteria: Deflection
Analysis vs. Allowable
Stress (psi)
and Deflection (in)
using NDS 2005:
v S S a
2 e S 2 1
P S
r i
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
16i
-.7 /
�/ 6
Lumber-soft, D.Fir-L, No.2, 3x12"
Spaced at 24'* C/C ' Self-weight of 6,68 olf included in loads,
Lateral support too= full bottom= at supports; Oblique angle 5 0 [deg]: Repetitive factor applied where permitted (refer to online nelp).
This section FAILS the design check
WARNING: Tnis section violates the following design criteria: Deflection
Analysis vs. Allowable
Stress (psi)
and Deflection (in)
using NDS 2005:
v S S a
2 e S 2 1
r i
ADDITIONAL DATA:
1,3a
L n 1 a
in
C - _- E
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate for your application
2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1
-.7 /
�/ 6
Lumber-soft, D.Fir-L, No.2, 2x12"
Spaced at 24" c/c ' Seff-weight of 4 0 1 p f included in loads.
Lateral support: too= full bottom= at supports: Oblique angle. 5 0 [deg] Repetitive factor. applied where permitted (refer to online help)
This section FAILS the design check
WARNING: This section violates the following design criteria: Bonding and deflection
WARNING: Member length exceeds typical stock length of 18.0 [ft]
7
COMPANY
PROJECT
WoodWorks"
i May C 2008 15 301
woccloist
-----------
Design Check Calculation Sheet
Sizer 7.0
1 LOADS lbs, psf, or plf
a
17 -1
rMAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
10'
F
16'
2 - 1
Lumber-soft, D.Fir-L, No.2, 2x12"
Spaced at 24" c/c ' Seff-weight of 4 0 1 p f included in loads.
Lateral support: too= full bottom= at supports: Oblique angle. 5 0 [deg] Repetitive factor. applied where permitted (refer to online help)
This section FAILS the design check
WARNING: This section violates the following design criteria: Bonding and deflection
WARNING: Member length exceeds typical stock length of 18.0 [ft]
7
DESIGN NOTES:
1. Please ver fy that the default deflecton 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 he middle 2/3 of 2 spa,
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 41 .
4 The critical deflect on value has been determined using maximum back -span deflection. Cantilever deflections do not govern design
n
T Ui
WoodWorks"
u_
COMPANY
PROJECT
May 6. 2008 16 25
/voodjcis*,
Design Check Calculation Sheet
Sizer ?.0
LOADS ( Ibs, psf, or plf )
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
- I
10' 16' 21'
"Min bearing length for joists is 1/2" for exterior supports and 1/2" for intermediate supports
Lumber -soft, D.Fir -L, No.2, 2x12"
Spaced at 12" ctc' Self- weight of 4.01 plf included in loads
Lateral support top = ull. bottom= at supports Oblique angle 5 0 [deg], Repetitive factor applied where permitted (refer to online help)
– - - - --
I – —
This section FAILS the design check
WARNING: This section violates the following design criteria: Deflection
WARNING Member length exceeds typical stock length of t B.0 [ft]
Analys vs. Allowable
I
St ress (psi)
and Deflection (in)
using NDS 2005:
_
_
c
2:i
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application
2 Continucus or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2,13 of 2 spar;
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 The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design
Project No. Date
Project x /� � .,/? -t,7- w
Designed By —fin
7 - T( 3
Sheet ?1
G&S Structural Engineers
117/8" TJl® 360 @ 16" o/c
TJ- Beal 30 Semi IN cer ig05t0375
ezr 2 5- 3;_dzaB,�ati, THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
p En "' °.'v >rsidr G30 1d FOR THE APPLICATION AND LOADS LISTED
Overall Cimenslom 46' 6"
15' t 16' 61,
Prodt.:ct Diagram is Corcel,Wal.
LOADS:
Maximum
Analysis Is for a
Joist Member
Result
Location
Shear (Ibs) 1584
1403
Primary Load Group - Office Slogs - Lobbies
(psf) 1CO 0 Live a: 100
% duration, 20 0
Cead
SUPPORTS:
3000
Passed (100 %1
Bearing 3 under Floor ADJACENT span loading
Moment ,Ft -Lbs) .4567
-4567
6130
Input
Bearing
Vertical Reactions (Ibs)
Detail
Other
Passed (L'522)
Width
Length
LiveiDead /Uplift/Total
0 815
Passer: (L4531
Stud wall
3 50
c 2_
925 ' 164 r 0 r 1090
A3 Rim Board
t Ply 1 14" x '. 7, 8" C BE TJ Strand Rim Boardca'
2 Stud wall
5.50'
5 51
2385 t 428 r 0 It 2813
B3
None
3 Stud wall
5 -50'
5.59"
^2523; 467 r 0 2990
B3
None
4 Stud wail
3.50'
225"
992 r 181 10 ' 1173
A3' Rim Board
1 Ply 1 1r4" x 1' 7!8" 0.8E T„- Strand Rim Board
�
- CAUTION Required bearirg lengths) exceed the minimum shown in the iLevel(b Builder's eude for single family residential applications. Limits. End supports, 3 1,2" Intermediate
supports, 3 112" with web stiffeners and 5 174' without we'o stiffeners.
-See iLevelp Specifiers /Builcer's Guide for detail(s)'. A.3 Rim Boarc.B3
DESIGN CONTROLS:
Maximum
Design
Control
Result
Location
Shear (Ibs) 1584
1403
1705
Passed (82 %)
Lt end Span 3 under Floor ADJACENT span loading
Vertical Reaction {Ibs; 2990
2990
3000
Passed (100 %1
Bearing 3 under Floor ADJACENT span loading
Moment ,Ft -Lbs) .4567
-4567
6130
Passed (74
Bearing 3 under F cor ADJACENT span loading
Live Load Cefl (in)
0.375
0 407
Passed (L'522)
MID Span 3 under Flccr ALTERNATE span loading
'Total Load De`:I onl
0.431
0 815
Passer: (L4531
MID Span 3 under Floor AL ERNATE span loading
TJPro
47
30
Passed
Span 3
- Cefiection Criteria. S7ANDARD(_LU480 TL 1(240).
- Ceflechon analysis is based on composite action with single layer of 19/32" Panes (20" Span Rating) G_UED & NA LED wood decking.
- Bracing(Lu). Ail compression edges l:op and bottom) must be braced at 3' 1C" c/o unless detailed c :herwise. Proper attachment and positioning of lateral Gracing is required to achieve
member stability.
-2000 Its concentrated coo recuirements for standard non- residential floors have been considered for reaction and shear
-The lead conditions considered in this design analysis include a'.ternate and acjacert member pattern loading
TJ - Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is basec on a GLJED & NAILED 19732" Panels (20" Span Rating) decking Tne controlling scar
is supported by walls Additional considerations for this rating include. Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value
ADDITIONAL NOTES:
- IMPORTANT/ The analysis preserved is output front software developed by iLevel iLeveiT warrants the sizing of its products by this software will be accomplished in accordance
with ii product desicn criteria and code accepted design values The specific product application.. input design loads, and stated dimensions nave been provided by to software
user This output has not been reviewed oy an ii Associate.
-Not all products are readily avaiable. Check with your supplier or iLevel(;` technical representative for product availability.
-THIS ANALYSIS FOR iLevela PR -DUCTS ONLY' PRODUCT SUBSTITUTION VO DS THIS ANALYSIS.
- Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel(Ii) Distribution product listed above.
PROJECT INFORMATION:
Rexburg Outpatient Clinic
OPERATOR INFORMATION:
Cean Tracy
G &S Structural Engineers
1500 John Adams Parkway
Suite 2 200
Idaho Falls, ID 83401
Phone .(20B)523 -6918
Fax (208) `_23 -6922
gsggsercineers. net
n
�r�
A i
11 7/8" TJI® 210 @ 12" o/c
N roe r ;' f`
8 482 C 'Jl THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
` "'' 1 FOR THE APPLICATION AND LOADS LISTED
Overall Gimat »h' -a"
Pr.rra+_,ct Di <;ram i; Conceotual.
LOADS:
Analysis is for a Joist Membe
Primary Load Grcup - Office Blegs - Lobbies (psf). 100 u Live at 100 ?� duratior, 20.0 Cead
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs)
Result
Width
Length
Live /Dead/Uplift/Total
I Stud wall
3.50"
2 25"
694 i '.23 f 0 1 817
_ Stud wall
5.50"
5 50"
1789 / 321 r 01 2110
3 Stud wall
5.50"
5 Sc"
1892 / 350 i 0 / 2242
Stud wall
3 50
2 2 °'
744 ' 1 I 0 / 879
Detail Other
A3. Rim Board I Ply 1 114" x 11 7'8" 0 8E TJ- Strand Rim BoardCO
63 None
B3 None
A3'. Rim Board 1 Ply 1 1/4" x 11 T8" 0.8E TJ- Strand Rim BoardC
- CAUTION Reguned beanng length(sI exceed the minimum shown in the iLecelO Builder's guide to( single family residential applications Lmrts. End suppartc, 2 1' 2 e
supports 3 V< Hdh weo stffeners and 5 1/4" without web stiffeners.
-See iLevel : Specifier'& Elul cers C;u;de fo; detail(s) A3 Rim ooaid.63
DESIGN CONTROLS:
Maximum
Design
Control
Result
Location
Shear lfbs) 1'8S
1077
1655
Passed (65'0}
Lt_ end Span 3 under Floor ADJACENT span loading
Vertical Reaction { cs) 995
995
1110
Passed (9U`to)
Bearing 4 under Concentrated loading
Moment iFt -Lbs) -2425
-3425
3620
Passed (95 %,j
Bearing 3 under Floor ADJACENT span load ng
Live Load Deft (!r)
0.389
0 407
Passed (L503)
MID Span 3 under Floor ALTERNATE span loading
Total Load Let (in)
0 -447
0 815
Passed (U437)
MID Span 3 under Floor ALTERNATE span loading
TJPro
48
30
Passed
Span 3
- Deflection Criteria STANDARD(LL L 48 TL L1240)
- Ceflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) G_UED & NAILED Nccd decking.
- BracingiLu) All compression edges ;.top and bottom) must be braced at 3' 3" o/: unless detailed otherwise Proper attachment and positioning of lateral bracc,ng is required to ach - e
member stability
-203- Ibs eoncertrated load - eqL remerts for standard non - residential 8cors have been conssoered for reaction and shear
-The goad so ^,dit i is conside r _tits design araiysis include alternate and edlacent member pattern lcadirg
TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides adddiona' fleet performance riformatior and is based en a GLJED & NA LED 19/32" Panels (2o" Span Rating) decKing Ille ccntrC w y an
is supported by mat_ .- ..dditio,al considerations for this raur_g include Ceiling - None. A structural analysis of the deck has not been performed by :he program Conpu!isen ,aiu_ 1 _
ADDITIONAL NOTES:
- IMPORTANT! The analysts presented is output from sdf*.ware developed by iLevel D iLevel'J warrants 1-re sizing of its products by this software will be accomplished in accordance
with iLevelt product ceslgn criteria and code accepted design values. The sceptic product application, input design loads, and stated dimensrns have been provided by the software
user This output has not been reviewed by an Level', Associate.
-Not all products are read ly available Check with your supplier or iLeveina technical representative for product avallaoility.
-THIS ANALYSIS FOR LevePD PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel(F) Distribution product listed above.
PROJECT INFORMATION:
RexDurd Outpatient (-l:nic
OPERATOR INFORMATION:
Lean `racy
GSS Structural Ergireers
1 .6oJ John Adams Parkway
Suite 200
Nano =alts, ID 83401
Phone (208) 523 -6918
Fax :;208)523 -6922
gs r@gsengineeis net
j.
y S: SM ."-'I _ 11 7/8" TJ I® 560 @ 16" o/c
7J -6 � 3i5 ra'v :n - de nC�103'?5
Lser n <LG39 -P4� AfI THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
Pad - _ngtneversion 8 ° -01 FOR THE APPLICATION AND LOADS LISTED
Or. [itmensior: 4 6' 6"
15
Pron:+uc,1` "ram is Ccrrceptuai,
4'
LOADS:
Maximum
Analysis is for a Joist
Member'.
Result
Location
Shear (Ibs) 1584
1428
Primary Load Group - Office Bldgs -
Lobbies (psf) 100 0 Live at 100
l duration. 20.0
Dead
SUPPORTS:
3455
Passed (87 %
Bearing 3 under Floor ADJACENT spar. loading
Mome , i: Ft -Lbsi -456
-4567
950)
Input
Bearing
Vertical Reactions (Ibs)
Detail
Other
Passed (L/728)
Width
Length
LivelDead /Uplift/Total
0 815
Passed iLr633)
1 Stud wall
'3 50'
2.25"
925: 164' 0 i lo90
A3. Rim Board
1 Ply 1 U4" x 11 7i3' 0.8E Td- Strand Rim Board i
2 Stud wall
5.50
5 50"
238E i 428 1 0 / 2813
B3
Nore
3 Stud war
S 50"
6.50"
2523 ; 467 i 0 r 2990
83
None
4 Stud wal
3.50"
225"
992 1 131 / 0 ? 1173
A3: Rim Board
1 Ply 1 ti4" x 11 7/8" 0.8E TJ- Strand Rim Boarddi
- CAL TION: Regured bearing length(s) exceed the minimum shown in the iLeverb Bun cer's guide for single family residential appl cations. L mite End supports. 3 1 2' Inlarmedia!e
supports. 3 V2" with web stiffeners and 5 1;4" without web stiffeners.
-See iLevelti Specifter's,13widers Guice fordetail(s' A5: Rim Board,B3
DESIGN CONTROLS:
Maximum
Design
Control
Result
Location
Shear (Ibs) 1584
1428
2050
Passed (70
Lt. and Span 3 under Floor ADJACENT span loading
Vertical Reaction (Ibs) 2590
299C
3455
Passed (87 %
Bearing 3 under Floor ADJACENT spar. loading
Mome , i: Ft -Lbsi -456
-4567
950)
Passed (48"ci
Bearing 3 under Floor ADJACENT span loading
Live Load Defl (m/
0263
0 407
Passed (L/728)
MID Span 3 under Floor ALTERNATE span loading
Total Load Cell !ini
309
0 815
Passed iLr633)
MID Span 3 under door ALTERNATE span loading
TJFrn
53
30
Passed
Span
Deflection Criteria. STANDARD(LL :L'480.TL L!240)
- Deflection analysis is based or composite action with single layer of 19132" Panels t20" Spar Rating_) GLUED & NAILED wood decking.
- BracmgiLu) All compression edges stop and bottom) must be braced at 7' 2" olc unless detailed otherwise Proper attachment and positioning of lateral bracing is required to - icri eve
member stability
-2000 Ibs coneertraied load - egi.irements for standard non- res ;dentiai floors have been considered for reaction and shear.
-The load conditions considered r :h s design analysis'nclude alternate and adjacent member pattern goading
TJ -Pro RATING SYSTEM
-The T_Pro Rating System value provides additional Floor performance information and is Eased or, a GLUED & NAILED 19/32" Panels (20" Span Rating) decking he ccntro t ry can
is supported by walls- Additional considerations for this rating include. Ceiling - None. -A structural analysis of the deck has not been performed by :he prograr Comparison 4 a is 2 2
ADDITIONAL NOTES:
-IMPORT ANTI "he analyss presented is output from software developed by iLevelr2T iLevelcD warrants the sizing of its products by this software will be accorrphs led in accordance
with iLever(D product design cr'deria 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 an ILeveIC Associate.
-Not all products are readily available. Check with your suppler or iLevelz technical representative for product availab lity
-THIS ,ANALYSIS FOR iLeveln PRODUCTS ONLY! PRODUCT SUBSTITUTION VCIDS THIS ANALYSIS.
Allowable Stress Design methodology was used for Bur ding Code UBC analyzing the iLevelt3� Distribution product listed above.
PROJECT INFORMATION:
Rexburg Outpatient Clinic
OPERATOR INFORMAT
Dean Tracy
G &S Structural Engineers
1600 ,;ohn Adams Parkway
Suite 200
Idaho Fa is ID 83401
Phone(208)523 -6918
Fax (208) 523 -6922
gs @gsengineers net
11 718" TJ10 360 @ 16" O/C
TJ -Beam 6.30 Serial Number. 700
User, 5r8J2608 8 56 57 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS
-e Efigneversb E3013 FOR THE APPLICATION AND LOADS LISTED
i Dimension: 25'
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Lobbies (psf ;. 100.0 Live at 100 1 % darat on, 20.0 Dead
SUPPORTS:
16 . 6 ,.
PYOdUC -iarit t is CpnCel)ZLI3L
Input Bearing
Vertical Reactions (Ibs) Detail
Other
Width Length
Live /Dead /UplifUTotal
Stuo wall 3 50' 2 25"
534 / 36 ' -317 ' 570 A3 Rim Board 1 Ply 1 114' x 11 7/8" 0 8E T.-Strand Rim Board,1)
2 Stud wall 5 50" 5 50"
2243 1 4 : 0 ! 2691 B3
None
3 Stud wall 3 5C' 225'
934 1 182 / 0 i 11 16 A3. Rim 3oard 1 Ply 1 14" x 11 'I8" 0.8E TJ Strand Rim Board0
- CAUTION Required bearing leog1i
exceed the minimum shown in the iLevei��
Builder's guide 'or single family residential appI cations
supports. 3 1:2° with web stiffeners and 5 1/4" withoutweb stiffeners
-See iLevel40 Specifier 'sBwlder's Guide for detail {s): A3: Rim Board .B3
DESIGN CONTROLS:
Maximum
Design Control Result
Location
Shear ilbsi 1545
1371 1705 Passed (80 °rat
Lt end Span 2 under Floor loading
Verical Reaction (Ibs) 1083
1083 1202 Passed (50°4,)
Bearing 3 under Floor ALTERNATE span leading
Moment (Ft -Lbs) -3982
-3982 6130 Passed i64 °m)
Bearing 2 under �lcorloading
Live -cad Den (in)
0.314 0 407 Passed (L622)
MID Span 2 under Floor ALTERNATE span loading
Tctal Load Dell (in)
0.372 0 815 Passed !L,'526j
MID Span 2 under Floor ALTERNATE span loading
TJPro
47 30 Passed
Span 2
Lim is End supports. 3 112' Intermediate
- Oeflectlon Criteria. STANDARD(LL:L480.TL:L240)
-Uplift exceeds 200 Ibs for unbalanced load.
- Defection analysis is based on composite action with single layer of 19132" Panels (20" Span Rating) GLUED & NAILED wood decking
-Erac ngiLu All compression edges (top and bottom} must be braced a 1" o/c unless detai'ed otherwise. Proper attachment and positioning of Ia:eral bracing is regwred ta - chie
member stability
-2000 Ibs concentrated load - equirements for standard non - residential 'loors have been consiaered for reaction and shear
The load ce considered in this design analysis include alternate member pattern Icar i.
TJ - Pro RATING SYSTEM
-The TJ -Pre Rating System value provides additional floor performance irformation and Is based on a GLUED & NAILED 19,32" Pane's (20" Span Rating) decking. The cone oil nu span
is supported by walls Additional considerations for this rating include. Ceiling - None A structural analysis of the deck has not been performed by the program. Comparison Value : 69
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software develooed by r_evela ii warrants the sizing of its producs by this software will be accomplished n accc dncce
with iLeve l! product design criter a and code accepted design values. The specitc product application input design loads, and stated dimensions have been provided by the sct,ware
user. This output has not been reviewed by an (Level (D Associate.
-Not all prcduc:s are readily available- Check with your supplier or ILevela technical representative for product availability
-THIS ANALYSIS FOR iLevely PRODUCTS CNLYi PRODUCT SUBSTITUTION VCIDS - lS ANALYSIS
- Allowable Stress Design methodology was used for Budding Code UBC analyzing the ILeveiIF) Distribution product listed above,
PROJECT INFORMATION:
Rexburg Cutpatlent Clinic
OPERATOR IN FORMATION:
Dean Tracy
G&S Structural Engineers
'600 John Adams Parkway
Suite 200
Idano Falls, ID 83401
Phone _ (208) 523 -6918
Fax : (203) 523 -6922
gs@gsengineers net
Project Project No. C'7f Date
Designed By
r
17/
Av
- p i e
a , -
v
;& L
� J - 71
�1y>7
YO,4,r ' 4
j 4 A
��'7k
G&S Structural Engineers Sheet 'Y C"
Project_
Designed By
Project No. Date --
/ 4
q K c 4r
G&S Structural Engineers
Sheet y, /
G & S Structural En-
• I 1',o) John Mom Park
aiiilc 20(:
Idaho FitA, tl-). 83-It'll
JOB TITLE ReXI Otltjldticllt ("
JOB NO 1 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
, At \\ i;o I PA i I! C i 0 11,
Co Cie 5
I. Code: 111tel national I ItlildiiiL ode '00(,
11, Occupancy:
0,:Ct1pm1C\ Group = R kc,i(ielltiiil
III. Type of Construction:
I Ire fkatinu:
Roof= 0.0 lif
Floor = 0.0 !11
IV. Live Loads:
ROM EIM
Root
C (0) Imo 4,8 dlLn�_
0 to -'0o ,-;I` 21) ps!'
lot, to hAitl SI ' - i bit 1101 lci5 [11,111 2 psj
(), er ('00 >j 12 1)-;1
Floor
I im pst
Stairs & ExitNN a\ s
I 0t) P
Balcoll�
N
Mechanical
N,'A
Partitions
N1,A
V. Wind Loads : ASCE7-05
Iripol F actor
1-(u
111ph
(lid)
(L
Mean Roct'llt (h)
� 0 I
11 1 1-apct 1 abo% c Lml
10 it
F\po.mirc (,ategor�
I- 1 I o. C lassil. Enclosed
Iluildtug
hitLmiL] pre;;ure
I Wilklim-) lcm- (L)
1 _"4.o It
I ca;t \\ idth (11)
93'o it
kh Case I
Kh Case
it 94�;
aw Factor (Kit)
- H
- --------------
opoumipll%
Flat
( till I Icit!ht (1-1)
U.0
t". eml C
I h1t I lilt Lemith (111)
o It
ESCARPMENT
A,:Iuai IIJ =
(i.0o
o.0o
N'todifie't I'll
It, i om top o i'crcst: x=
("o It
7
Ix.
I1,IdL tip/do N a wind?
Jm\ Im slid
I I/Lli� 0 X
U.I
...........
K,
------------
/111 = 0,00
K,
Nh:jil Root I It
2D RIOGE or 3D AXISYMMETRICAL HILL
G & S Structural Engineers
';('00 lohn Adam, ParkvaN
.'Mite; 20o
Idaho Falk. ID. 53
JOB TITLE OWPLILicill Chllic
JOB NO SHEET NC.
CALCULATED BY DATE
CHECKED BY DATE
V. Wind Loads - MVVFRS h <_ISGLLL.w-_rise BuilditRS1 �Encl.sed/artia�llenclosed onl
Can �iuua�l loads arc
Scc code Im I
diaummi
L;
4
)L 1
I C L
S t I I I c
icpt, (icpi
(jc'pt -6cpi - (jcpt
6
4
u 5
_0
-o.3 -0.19 5
-o
-4
I'' (I'll - o.-17
- t).-,9 - 1) . 1 l - 0
4� - 0.2 - - il).o , -
- (j, 4
S
S
0,4,
4,
ti �E
Transverse Direction
Lomitudinal Direction
lei = Kh =
1) 1)
1 dLc Strip
16 7 pst
ild zonc Ga )
(;Cm
1. 1 x,
/C)Iic - IcIl4111
Can �iuua�l loads arc
Scc code Im I
diaummi
`Lindy xd roof overliall'IL": 11.3 ]),,1' (up arc:) add to " iild%v -rd
root prcLsstirc
Parapet
Wiiidkt aid parapet j.0 pst (GcP11 =
Levu and parapet: o,o pst ((;Cpll =
Horizontal NINN FRS Simple Diaphragm Pressures Ipsf)
Trams erne direction (normal W L)
liltLfllm /cAw: W(111 lls I'
Kuol p.
End /.one: Wall 1 pst
Root -9,0 psi
a direction (parallel to L)
luterior /one: all 11.` pst
I nd Imic. Wall psl
q, 9
Transverse Direction Low- Direction
4
)L 1
I C L
S t I I I c
icpt, (icpi
(jc'pt -6cpi - (jcpt
4
u 5
_0
-o.3 -0.19 5
-o
-4
I'' (I'll - o.-17
- t).-,9 - 1) . 1 l - 0
4� - 0.2 - - il).o , -
- (j, 4
S
S
0,4,
4,
2`
`Lindy xd roof overliall'IL": 11.3 ]),,1' (up arc:) add to " iild%v -rd
root prcLsstirc
Parapet
Wiiidkt aid parapet j.0 pst (GcP11 =
Levu and parapet: o,o pst ((;Cpll =
Horizontal NINN FRS Simple Diaphragm Pressures Ipsf)
Trams erne direction (normal W L)
liltLfllm /cAw: W(111 lls I'
Kuol p.
End /.one: Wall 1 pst
Root -9,0 psi
a direction (parallel to L)
luterior /one: all 11.` pst
I nd Imic. Wall psl
q, 9
11 HIII JU IIa t ry .... 4 - 1. 1
14
4
t.S -7
-4 51 -10
-4
S
S
41
`Lindy xd roof overliall'IL": 11.3 ]),,1' (up arc:) add to " iild%v -rd
root prcLsstirc
Parapet
Wiiidkt aid parapet j.0 pst (GcP11 =
Levu and parapet: o,o pst ((;Cpll =
Horizontal NINN FRS Simple Diaphragm Pressures Ipsf)
Trams erne direction (normal W L)
liltLfllm /cAw: W(111 lls I'
Kuol p.
End /.one: Wall 1 pst
Root -9,0 psi
a direction (parallel to L)
luterior /one: all 11.` pst
I nd Imic. Wall psl
q, 9
C; & S structural Em-yineers JOB TITLE OtItImUcill Clilli
• I f,of) Joh:uAdams Parkv it\
Suite 2700 JOB NO SHEET NO.
daho t CALCULATED BY DATE
CHECKED BY DATE
V. Wind Loads - Components & Cladding: Buildings K60' & Alternate design 60'<h<90'
K/ = tilt I) = (j y ; (X pi til tT: lftribuLir iuc;l I, Llcatcl* 111,11,
16.7psf It 7m i. \,RXTRI; pl n1w, I)c
N1 p hciLIMM htllldilil It
Root AnL1c= S
I %rcot lool
Roof
i\lci
Neeutl\ e Zone
Ne2iltl\ e /011c
Nc- ii zolic
Posviv cAll Lou,
0%, thZill, /one I&
(h cl-how- Zolic
1N MIS
Postin c /nine 4
P.11
GCp +/- GICT)l
1, uriace Pressure pst')
User input
- 1
�o sr
P j sF
I:) '1
50 i f
l oo ;I'
20 st'
711 ,t
"t
- 1 It
I (1
1 1).7 pst
- ps
- I Sk 77
- 19? psi
p-il
.9S
114
1 28
"" pst
-2-1.8 psl
-213 psl
10
- 1 0.
8
-1
1 2S
pst
- p�jj
-
-21. ps
- -111 1 pst
_1- 7
P ,
U.)'
S
I i ps I
I pst
psi
-27_' pst
-27 7 p,t
-27 psl
so
-2',. 1 pst
l 3
psl
- IN' PI
Gcp Gc'pi
Surfltce Pressure (pI j
User input
10 M'
100 '1
C.O pst
(l.0 pst
00 st
Soo ,'I
�;O A
200 st
"t
1.0
0.() psi
a; Isl
-11
>,o psi
- p'l
t pst
4
,1
-0 lio
Iii pst
-1S P 1
5.0 psl
- psl
08 "
2 p
S111
S. (j lis
I pst
Note: 6cp I by (11,10 !0 17001 alIL'Ic
, I .�') - 11t "
Solid Piaape [ ) re, slll� ,
I u M
100 st
BOO A
CASE Illiencl "'Ottic
C.O pst
(l.0 pst
o 0 114(
Comer zone
(1. U p s.
0.0 )sl
"t
CASL 1 Interior zone
0.() psi
0.0 psl
C omer zone i
0.0 pst
0.0 „I
CASE .1= prssurrtav1_ud,buihlinl_
Clow buittfi--
Rooftop Structures & Equipment
IlIcz tt) 1j 1k) ccim-nid of Af= 10
I = 1 � U 1
C I os I loll Square
Directionality tKit)
Idth (D)
'I \ pe of sm la(:c N
Al sf
Adjustment F actor (Adj)
F = +7 G 0 At AJi= 16.2 A f
F= 162 lbs
Gust Effea I actor (G) = (1. 8 �
Ilmsc pressure (ti z) = 2 1.1) K d p f
hil ) - I - ` 1 , 1,
."" IlLirc : :int k ilormal to t't,c)
A
Adjustment Factor (Ai1j) = I t10u
F- q,, G C, A Adj= 21.1 A
I" - I l I It),
Y q
G &, S Structural Engineers JOB TITLE Rc\bur A )u1paliell"
I w john Adwns Park ,l%
tiilitc W) JOB NO. SHEET NO
CALCULATED By DATE
CHECKED BY DATE
ti CICLnce" '11IJ
Arno„ lope degrees
Location ol'Wind Pressure Z 011 c
.4
- ---------
--------- -- — --------------
...........
Nlunosloj)o lVol I j < o X10 t dcunces
W —' IC21VC S
-- —
----------
------
--- ---
-----------
W —' IC21VC S
G & S Structural Emginecrs
IowJohn Adams ParkwaN
Suite 200
Idaho I tills, 11). $34i)l
VI. Seismic Loads: ASCE 7 -05
()ccupanO Categon: 11
impo Micc Factor iD : L00
Site Class : C
J
JOB TITLE Rcxbure Outpatient Chnlc
JOB NO. 7590 _- SHEET NO
CALCULATED BY DATE
CHECKED BY DATE
http legint c uSgs govleg- rren /html /iookul2 2 002- irterp 06.html
S,, ( 0,2 sec I 1)0,60 Og
Sl tl.0sacl- 19.30 "wa
1 1.158 Sms = 0 702 Sd, = 0.468 Dcsi- n Catc�_uI%
Sml = 031(1 Shc =- 9207 Design Cal —orn
Seismic Dcsten Categorti'= D
Numbcr of Stories: I
Structnre T}pe: Light Frame
Ilowontal Struct ItrCgularitieS: No plan Irregularit%
Vertical Structural hreeularities: No Vertical irreeularit-
11exibiv I )iaphrat_ms Yom,
13uildina S Bearing Will Systems
SCiso,ic resisting sSStetn: Light frame walls with shear panels - wood structural panels /sheet steel panels
S�stcm Buildirr_ 11ci_2ht Limit 65 ft
Adaal. 13uildim* 1leight(hnr 2 SO it
See ASCL7 Section 12_' `. J lnr esccptions and other SVstan limitations
UtfS[G\ COFGFICIE`TS ,ol) F_1CTORS
Kespon,e Modification Factor (R)
S% sic m 11%el-Strcngth Factor ( ( = 3.3
Dei]cction :Ampliticatiun Factor (Cd) = 4
Sds ua68
Shc 0207
P iodundmncv octticicni
Seismic Load FttcctiF.; = i' O� -�- a ti I? Qe - 0.094D ( 1r -
hort4ontal seismic Iorcc
s Q n 09.11) D dead load
Special Seiamic Load Effect (L) ?o 12 U._S -
PERNIL'CTED _AA.A1,N'l'IC.AL PROC'EDC RES
Index Force _ Analysis (Seismic Cate e01'y _A only) Method Not Permitted
Siwplilied nalysis [ ?se Equivalent Lateral Force Anal�si>
Equivalent Lateral -Force Analysis
Building period coe[. (C _
Pennitted
0.020
Approx tnndamentat period (Tm =
C III , ' -
llscr calculated tGmdantental period (T) _
Lom__ Penod t ransition Period iTL)
Seismic resporse coet. iCS 1 -
SItst IZ =
need not exceed Cs
but not les, than Cs =
USE Cs =
Cu = 1.-1
0.224 sec ;= tl 7 Tmax = CttCa = 0 334
u sec 1,c T - 0.'3.1
b
0.07-
0. ti2
(10 1
a 072
Desien Base Shear V = 0.072%
Nlodel & Seismic Response.�nalysis - Pemutted (-see Cade [or procedure)
:NLLO�b.ABLI? STORM DRIFT
SlrcCtUre h Ott other strucRites
Allo story mitt - 0.020hsx where hsx 1s the story height below levels
C
1)
'3. &
G & S Structural Engineers
I (,00 jotter Adams Par''<wat
tiuitc "JIi
iddilo I =ills. 11) 8.jdti i
VII. Snow Loads :
ROOI *;Iope = J.3 dc
l 1( I/ tlal c to rid ^_c dist (V) tt
12oo Cn_th paraliel to ridge (L) = 124 o it
1'tipe >' Riot llip )r 2a111e
tinanui Load I'L �0.011sf
lmp'liance Categ+trp - 11
Importance factor 1 LO
lhcrmdl Pactt,l Ct = LOG
f�p0surc factor C'c = LO
Pt min = U j psf
I fat Root Snuw Load Pf = O list
R.iin on ,11o'.\ Surchar_e = 0.0 psf
I rn)b,mlcicd slipper
tillrlac, (per Sectitin 7 1) = 110
Slepeci -root factor Cs 100
JOB TITLE ResborgOutpatient Clinic
JOB NO. 7 SHEET NO
CALCULATED BY DATE
CHECKED BY DATE
EXposurr FacKrr. lc
35.0 psf I 'balanced'
I?slx� sure of io(
Terrain
F ulh Partlulls ti hdtcrcd
A
nJa I 13
1;
design roof snow to 1d ,0 as 10 produ�c 1!1c
>411nililllil
1�tll�dil7g l)li lCtal -
I19 I ti I I
t)
0 A 0 -y LO
:\hove treeiine
7 n X n u
: \laska - iw trees
[i I I) X n :l
Design Roof Snow Load (Psl -
35.0 psf I 'balanced'
NOITi Altentatc spans ul continuous beam-
-
and outer turns shall be ixlded n ill' hall the
= �. O
design roof snow to 1d ,0 as 10 produ�c 1!1c
>411nililllil
1�tll�dil7g l)li lCtal -
Pst
greatest ptssiblc Cfll -ci - ;cc ct;dc.
I nb lftnced Snow I mute - for Dip & Gablc roofs onlc
'-I balanced loads
must he applied
or 7 0 \1 - O � `
des 1 - snu11
Wind"tard snow 10ad=
10 p,l
I Ccv�ird;uow htad from ri i_e :o': } _
>Lo p,l - hd.
Leas and .;now load from 'I' to [ha ease
Lcess Snoss D I ifls - tlo n adia cuu itighel ro�1f
l;pt cr rovf ILn nth ItI
;0 I) it
Lu
Projection
-- ---
- - - -.—
ItUitdi111 Se'1)HCa[lpn s =
1).(1 TC
SU�Ln y'B lJail
\'dltll'l'nt itrllC iaeUlr
l .(1i)
Due t0 Cf'.1',N
snt density =
30.5 per
1
>f.
fta alud snort height hb -
171 it
h
h C
hd� d
P
�v
t
he —
-19 it
� _
k
r ? Qdf20 2 r ti _;aJ
11C 111) -u.' hcrcforc, design for drift
h
—
r t r r t t e v e r t
)rill, height hd =
21)i I:
Vd
I )rii't tt idth tt =
11_(�a it
Surcharge load pd _ , _•hd =
59.6 psf
i nrhsard Sn (ss Drifts - .against walls. unrapcts, etc m ore
than 11 =` long
Ruildin__ roof len_th lu =
;o) It
Projection heilaht h =
4 s it
snow denzlty =
30.> PC I'
Balanced ,;now heia_ht hb
171 ft
Ilk =
'_79 it
1.6 Therefore, design
for drift
Drill hclttlll lid =
_ I X It
DI ill 1tidth w =
B7 ti
Surcharsc it)ad pd = __`hd =
14.7 psf
y,'l
• Project Project No. Data
Designed By
G&S Structural Engineers Sheet l , 0
,Y
.z _.x
- 9k /ft -.9klft -.9klft
1.4k
iSS16X
N
i
\ I
HSS16-X4X8
Loads: LC 1, total
Solution: Envelope
Ulmer Smith Residence
dmt
7341
XI
Ui
z;
May 7, 2008 at 1:37 PM
7590 brace r3d
• Company May 7, 2008
Designer dmt 1:39 PM
Job Number : 7590 Rexburg Outpatient Clinic Checked By
Global
AISC. ASD 9th _
Display Sections for Member Calcs _
3 _ - _____7
Max Internal Sections for Member Calcs
9
Include Shear Deformation
Yes
Include Warping
Yes
- - --
(in
Area Load - -_
144
^2} nce
Merge Tolera
(ink
_ 12
P -Delta Analy Tolerance
0 ,5 0 % _
Vertical Axis
- --
Hot Rolled Steel Code
AISC. ASD 9th _
Y_ [ft]
16 _____
° - - - - --
- - - - -� $ - - --
— - - --
-- - 0 - -
Cold Formed Steel Code
AISI 99: ASD -_
RISA -3D Version 7.0.2 [C \...
Wood Code _
NDS 91W A -
-- - -
Wood Temperature - _
< 100E
___F
Concrete Code
ACI 2002 _
Number of Shear
4
Region Spacing Increment (in) _
4
Biaxial Column Method
PCA Lo Contour
-
Parme Beta Factor (PCA)
65 -
Concrete Stress Block
_ _Rectangular
Use Cracked Sections --
- Yes
Bad Framing_Warnings
No
Unused Force Warnings
- __Yes
Footing Overturning Safety Factor
Check Concrete Bearing - -__-
Yes
Self Wt, Overburden in DL for Design
Footing Concrete Weight
145 k /ft ^3
Footirg Concrete f'c
Footing Concrete Ec
4000 ksi
Foot ing_Steel fy
60 ksi
Minimum Steel -
0.0018
Maximum Steel
0 0075
Footing Top Bar -
#3
Footing To p Bar Cover
3.5 in
Footing Bottom Bar
_
Footing Bottom Bar Cover -
_3.5 in
Pedestal Bar
-
Pedestal Bar Cover _
1.5 in
— - - -
Pedestal Ties
#3
_- - - -- -- -
Hot Rolled Steel Section Sets
Label Shape _ Type
Design List Material
Tube A500 Gr 46
Design_Rules- A [in2] _ lyy [in4] Izz [in4; J [in4]
Typical 17,178 46.971 454.899 149.54
1 beam HSS16x4x8 Beam
2 col HSS4x4x6 Column
_ Tube A500 Gr.46
_
Typical 4.78 10.252 10.252 17.457
28.276 32.784
3 diag HSS6X4X6 VBrace
Tube A500 Gr 46
Typical 6,175 14.916
Joint Coordinates and Temp eratures
Label
--
5
6 6 - — - - --
X [ft]
- — - -- 6 -- - -
- 42 -- —
- - -- - - --
Y_ [ft]
16 _____
° - - - - --
- - - - -� $ - - --
— - - --
-- - 0 - -
Z [ft]-
- -- 0
0.
—
-- 0
- - - - --
-- -- - - - --
Temp [F] Detach From Diap
-- -
- - - -- — - - -
__O_
-- 0
RISA -3D Version 7.0.2 [C \...
\dean \My Documents \2007 \7590 Rexburg Outpatient
\7590 brace.r3d] Page 1
�, L
Company May Check
7, 2008
PM
Designer dmt 1:39
Job Number : 7590 Rexburg Outpatient Clinic d By _
Member Primary
Data
Label
I Joint
J Dint
K Joint Rotate(deg)_ SectioniShape_.
Type
Design List
Mat 4
A G Gr
Design Rules
Typical
1
1
2
beam _
-- Beam __
Tube
6
MZ [R -ft) Ic
J 1
1
2
3
beam
_ Beam__
Tube
A5o0 Gr 46
Typical
2 2
- 0
-
3
-- -
4
-
beam
Beam
Tube
ASOC Gr ae
Typica,
3_
—
5
-
3-
- - -
- -
1
-0
0
ASOO Gr.46
Typical
yp
4 4
6 max 0
-
4
- _col_ _' .Column
col
1
Tube
A5o0 Gr.46
Typical
5 5_
_ 6 _ _.
-
_
dial
_ VBra e
Tube
A5c0 Gr a6
-
Typical
6 6
___ 5 _ _
-- 2____.
0
__
0
1
0 1
Load Combinations
Description SolvePD.. SR... BLC Facto, BLC Factor,BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 total Yes Y -1 1 1 2 1 _
2 .9 D+ lat Yes Y -.9 1 .15 2 1
Envelope
Joint Reactions
- Envelope
Joint X [k]
Ic
Y [k]
is
Z [k;
Ic
MX [k -ft]
Ic
MY [k ft]
is
MZ [R -ft) Ic
J 1
1
5 max _7 4-
1
2817
1
0
1
0
0
1
0
1
1
C 1
2
- min -14 -
__2
5.394
2
0 - -
1
-
- -
1
-0
0
_ 65- _
C 1
.473
6 max 0
___ 1
13.079
1
1
-
-- C _
0
1
0
1
0 1
4
min - - -- 0
2
3.341 -
-
0
3
1
1
0
1
0
1
0 1
5
3 max
0
- 1
0
1
1
0
.238
-
-0 _
- 1
1
-
- 0
1
0.__ 1_
6
(- -
Min--
Totals max -1.4
- -1
1 _
-_0
41, 249
1
_0__
- 1 - --
1
1
-002
2
1
0
0
g
- min -1.4
2
$ - --
2 -
C
1
-
m in
min
689
-
Envelope
Joint Displacements
- Envelope
Member Sec
Joint
AxialLk]
X [in]
Ic
Y [in]
Ic
Z jin;
Ic
X Rota.ron .
_ Ic
Y Rotation _
c
1-
Z Rotation I
3.238e -3
c
2
1
1
nax
943
-_116
.649
1
0
1
1
0
0
1
1
0
0
1-
4.112e -3
1
2
Min
min
_ 65- _
2
.473
2
0
1_
-
0
1
0
1
-3 335e -3
2
3
2
max
.968
1
.347
1
0
1_
0
1
0
1-
4.515e -3
1
4
min
min__-
.669 -
2
.238
2
0
1
0
1
0
1
-3,1
2
F
3
max
1
1
-002
2
1
0
0
--
0
0
1
1
1
3
1
6
m in
min
689
2
-035
0 -.
0
0
_ - 1
1
0
1
0
1
9.217 9.217 e -3
1
7
4
Max
999
1
-.005
2
1
1
1
0
1
2-725e-3
,
$
min
min
689
2
-_02
1
0
0
__C,
1_
0
1
3.377e -3
2
9
5
max
0
2
0
2 _
0
1
0_ -
0
1
0
1
. -
- 4.9e -3
1
10
_ min _
-
min
0
1
0
1
0
1
-.
0
1
0
1
- 3.19e -3
2
11
6
max
0
2
0
2
0
1
0
1
0
1-
4.625e -3
1
12
brace.r3d]
min
0
1
0
1
0
Member Section Forces
- Envelope
Member Sec
AxialLk]
is
y Shear[k]
_Ic_
z Shear[k]
Ic
. Torque[k -ft]
11
y y MOmen..
i1
z z MOrnen.
I
1
1 1
m_ ax
1.395
2 _
-_116
1
0
1-
0 -
1
0
1
0
1
2
Min
1.395
1_
- 1.16
2
0-
1-
1_
: -4
0
0
1
8
1
3
2
max
1.348
2
- .679 -_
2 --
0_
1
1
0
1
1 1
1 .191
2
4
min
1.156
1
- 2.992
1
0
-.-
- 0
0_
1
0
1
18.012
5
3
max
1.301
2
1_,2__42
_2
0
1
1-
--
0
1
0
1
4.089
2
6
m in
916-
1
- 5._867 -
1
0 -.
0
1
0
1
0
1
18 012
1
7
2 1
max
212
2
2.546
2
0
1
0
1
4.089
2
g
min
-_ 175
1
-2.098
1
0
1
1_
0
1
0
1
28.555
1
9
- 2
max
165 __
2
1 983
2
0-
_
1
Q
1
0
1
-2.727
2
10
_ min _
-
_- ._
1
-4.973
1
0. _
0
1-
0
47 955
1
11
3
max
1' 8_
2
1.42
2
0_
1
-
(CA. ldean \My Documents12007 \7590 Rexburg Outpatient\7590
brace.r3d]
Page 2
�n
7.0.2
RlSA -3D
Version
y�i
. Company May 7, 2008
Designer dmt 1.39 PM
Job Number 7590 Rexburg Outpatient Clinic Checked By:
Envelope
Member Section Forces (Continued)
Member Sec
Ic
y Shear[kj
_Ic -
z Shear[_kl -_.
:c _Torque[k
-ft1
Ic _y -y Momen.._
Ic_ z
-z Momen,
Ic
12
_Axial[1
min
-.654
1
7.849
1 --
0
1_
-- 0 - --
1
- - -- G
1
- 7.34.9
2
-
13
-
3 1
--
max_
1_
_-
15 974
1 .
_ 0
1
___ 0
1-
_ 0
1
47 955
1
14
min
_,532__
-_
2 553
2 -__
0_ -
1-
0-
1
0 -
1
-7.849
2
15
-?
max
_,085 - - - -
053_
-
1
1 598
1
0 --
1
0
1
0
1
-25 042
2
16
-
-_
min_.
-,
2
- 26
2
0
1 --
- -0
1
0
1
- -83 c�09
1
17
3
max_
- 103_
- -
2_
-3 076
2
0
1
U --
1
- 0
1
0
1
18
m1 n__
1
-12 779
1-
- _0
1
:. - - - --
- 1
0
1
1
_
19
_
4 1
. _426
24 136
._
1
0
1
0 __
.. 0 -
1
0
1-
0
20
_max_.
1.378 -
- --
8 -
- 0_ - -
1 -
- 0 -
1
0
1 _
0
1
21
2
-m in'
max
- -
23.997
1 __
--
0-
1
0 -
-�
0
1
- 0 -
1
_ 0
1
22
_
1.254_
2-
0 -__ -
1
- 0 - -_ ..
--
- -0 - --
1
- 0 -
1
0 __-
1
--
23
3
-min_
max
_
23.859
0
1
- 0 --
1 ..
0 -
1_ -
0
1
0
1
24
-._
min_
129
-1
2
0
1
0 -
1 ---
-- 0 _ --
1
_. __ 0
1
0
1
25
-
5 - 1
max__
- 1_
13.0 9_
0
1
0
1 --
0 -
1
__
0
1
-
1
26
min
3.341
.1_
2____
0 -
1
0
-
- 0
1
0 - _..
1-
0
1
..
27
2
12.933
1
-1 -
0 _
1
- 0-
1
0 -
-1 _
0
1
28
. max_:
min_
3 209
2
-0 --
0 -
1
0
1
-- 0
1
- 0
1
0
1
2G -
_ ._
- 3
max
_
12.786
-_
1 --
0
1 -.-
0
_1
0 _
1_
0
--
0
1
30
mi
3.077-
1 -
- - - - -
1
- 0 -
1 -
0
1
0
1
31
-
6 1
max.
-2
4 27 _
--
1_
-0-
063-
1
- 0. --
1-
- 0- -.
1
0
1
0
1
32
min
--
4.253
2
057_
2_
. 0
1
- -- 0 --
1
- _ _ 0
1
0
1
33
2
_
4.097
2_
0 --
1
-. 0
1 -
- .0
1
0
1
249
2
34
_n�ax_.
min
4.097
1
_ -
0.-
1
- 0
-
-- 0 ___
1
0
1
- 277
35
3
_
max_
3 941
2
-.
2 --
0
1-
0 -
1
-- 0
1-
0
36
-
mi_n_.
3.923
-__
-1
-.063_
1 _
_ 0 --
1
= 0 --
1 -
0
_ _
0
1
Envelo
a Member Section Deflections
Member Sec
x [in]
Ic
y_[ir]
Ic
z ;in]
Ic
x Rotate [r
Ic
(n) Uy Ratio
Ic
(n) Liz Ratio
is
1
1 1
max
993
1
_
568
1
0
1
0
1
NC
1
NC
1
-2
min
.687
2_
417
2 _
0
1 - _
_ 0
1
NC
2
NC
1
3
2
max
_
.993
1
42
1
0
1 -
0
1_
NC
1
NC
1
4
min
___
687
2-
_
.3
0
1
0 -__
1
NC
2
_ NC
1
5
3
max
993
1
265
-2
1
0
1_
0_
__1
NC
1
NC
1
6
min
686
2
.182_
2
0
1
_- 0
1
,_ NC
2
NC
1
7
2 1
max
.99.3
1
.265__
1
0___
1
_0
1
NC_
1
NC
1
8
min
.686
2
182
2
0
1
0
1
_300,024
2
NC
1
9
2
max
99 3
1
.091
1 ___
_ 0
1
._ 0
_1.
4143 663
1
NC
1
10
min
-
686
2
.06
2
0
1
._ 0
1_
, 607_.79.7
2
NC
1
11
3
max
.993
1
-
- 059
2
0-
1
0
1
NC
2
NC
1
12
min
.686
2
-.118
1
0
1
_'_ 0
NC
1
NC
1
13
3 1
max
.998
1
-_025
2_
0
1
0
1
- _ NC
2
NC
1
14
min
689
2
-.069
1_
0
1_
0
1
NC
1
NC
1
15
2
max
998_
1_
-.344
2
0
1_
__ 0
1
1134.441
2
NC
1
16
min
689_
2-
-1.034
1
0
1-
0
1
- 370.349
1
NC
1
1 r
3
max
.998
1
-.028
2_
_ 0
1_
0
1
NC
2
NC
1
18
min
.689
2___
-.053
1
0-
1
_ 0
1
_ NC
1
NC
1
19
4 1
max
0_
1
-0.
1
0
_1-
- 0
1
NC
1
1
NC
NC
1
1
20
min
0
1
0
_1
0
1
__ _ 0_
1
1
NC
NC
2
NC
1
21
2
max
0 - _
2_
-.344
2
0
0_
1 -
1
- -
0
1
NC
1
NC
1
22
23
3_
min
max
- -01 -8
- 002_-
1
2
- .5
- .689-
1
2
_
- 0 -
1
-' _
- 0.
1
__ NC
2
NC
1
24
min
- 035
1-
1
1-__-
0
1
0
1
NC
1
_ _ NC
1
25
5 1
max
0
.
0
1
0_
1
0
1
NC
1
NC
1
26
min
-
_1_
1
0
1
0
1
0
1
NC
1
NC
1
27
2
max
_0
- .003
2
345
2
0
1
0
1
NC _
2
NC
1
28
min
_ -,01
1
- .5
1
0
1
0
1
NC
1
NC
1
RISA -3D Version 7 02 [Ca._\deanWy Documents12007\7590 Rexburg Outpatient \7590 brace.r3d]
Page 3
• Company May 7, 2008
Designer dmt 1 39 PM
Job Number : 7 590 Rexburg Outpatient Clinic Checked By
Envelope
Member Section Deflections (Continued)
-
Member
Sec
x [in] c
y [ n]
Ic
z
[in]
Ic
x Rotate
[r.__ Ic
(r) Ly Ratio
Ic (n;
Lz Ratio
Ic
29
3 max
-.305 2
- .689_
- 2 -
0
-_ 0
-.- �-
_ NC
2
NC
1
30
N C
- 02 -1
- 999
�-
_
0
_1-
0
NC
1
1
31
6
_min _
max
__
0._ 1
0
0
1--
- - - - 0-
1
NC
1
NC
1
32
m
_
O- 1
0-
0
1
0.
1
NC -
1
NC
1
33
--
2
--
-002 1
4 . 9 . 5
1 -
0
1.
0
— 1
425.403
1 _
NC
1
34 -
_max_
min_
-
-.002 2-
338
2
0
- 1-
01
1
622.971
2-
NC
1
35
3
005 1
1 028
1
0___
_ __ 1__
0
- -- - 1
. 204 954
1
NC
1
36
_max_-
min
- 005 21--
.7
_ _
0 _
1-
. _ 0
1
" 29&703
2
NC
1
Envelop
AISC ASD Steel Code Checks
Member
Shape C .. Loc[ft] Ic
Shear
Loc[ft:
Dir
is
Fa [ksi]
_ Ft [ksi]
Fb y -y [._
Fb z -z [_ Cb
Cmy Cnz ASD
Eqn
1
1
-_Code
HSS16x4XS
127 6.021 1
021
6 021
v
1
23 516
27.6
27.6
30 "36 1
5
85
H1 -2
2
2
HSS1 6x4x3
.335 : 6.021 1
029
6.021
y
1
23 516
27.6
27.6
30.36 1 -
6
.85
H2 -1
3
3
HSS15x4x8
.652 16.54- 1
.058
0
v
1
3 147
27,6
27.6
27.6 1
6
85
H1 -2
4
4
HSS4x4x6
.656 0 1
000
C
z
1
7.696
27.6
27.6
27.6 1 -
.6
.6
H1 -",
5
5
HSS4x4x6
.399 0 1
.000
0
z
1
6.864
27.6
27.6
276
6
6
H1
6
6
HSS6X4X6
095 _7.524 1_
.001
0
y
1
8.126
_27.6
27.6
_ 27.6 1
.6
1
H1 -3
RISA -3D Version 7 0.2 (C: \... \dean \My Documents \2007 \7590 Rexburg Outpatient17590 brace.r3d] Page 4
517
Company May 7, 2008
Designer dmt 2:13 PM
Job Number : 7590 Rexburg Outpatient Clinic Checked By.
Global
Display Sections for Member Calcs
Max Int ernal S ections for Member Calcs
99
Include Shear De formation
Yes
Include Warping
Yes
Area Load Mesh (in ^2)
144
Merge Tolerance (in)
12
P -Delta Anal sis Tolerance
0.5c
Vertical Axis
Y
Hot Rol Steel C ode
AISC. ASD 9th
Cold Foed Steel Code
rm
AISI 99: ASD
Wood Code
NDS 91/97 ASD
- Wood Temperature
_
< 10O __ -- -
Concrete Code
ACI 2002
Number of Shear Reg ons -_ _- -_-
-._4 -_
Region Spacing Increment (in) - -_-
4
Biaxial Column Method
PCA Load Contour _
- -
Parme Beta Factor (PCA) _
__.
Concrete Stress Block
- _:_Rectangular -
Use Cracked Sections
Yes _
Bad Framing Warnings --
No
- -
Unuse Force Warnings
Yes -
Footing Overturning Safety Factor_
Detach
Check Concrete Bearing
Yes
Self Wt Overburden in DL for Design
No
- - - —
Footing Concrete Weight
.145 klft_ 3 -_
Footing Concrete f'c
3 ksi -
Footing Concrete Ed -
4000 ksi
Footing Steel fy
_60 ks
Minimum Steel
0 0018
-0
- -
Maximum Steel
0075 -- - -- - -
_ _
Footing Top Bar -
#3
Cover r
Footin Top e
3 5 in
_Bar
Footing Bottom Bar
#4
Footing Bottom Bar Cover
Pedestal Bar
_
Pedestal Bar Cover
1.5 in -__ --- --- .
_
Pedestal Ties
#3
Hot Rolled Steel Section Sets
Label Shape Type
Design List
Material
Design Rules
Typical
A [in2]
17.178
lyy [in4]
46.971
Izz [in4;
454.899
J
149 9 5 4
5
1 beam HSS16x4X8 Bea -m
Tube -
Tube
A500 Gr.46
A500 0r.46_
Typical
85.519
85.519
135.729
2 _ col HSS8X8X5 Column_
3 diag HSS6X4X6 VBrace
Tube
A500 Gr 46
- Typical
-8.745
6.175
14.916
_ 28.276
32 784
Joint Coordinates and Temperatures
X [ft]
Y [ft]
Z [ft]
- _ _
_ Temp [F]
Detach
From Diap
Label _
-
0
17
0
- - -- -
0_
2 1 _ --
--
-0 -- _
-- - --
o - - -
-
- -- o -
- - -- --
— 0 -
7\7590 Rexburg Outpatient \7590 col.r3d] Page 1
RISA -3D Version 7 0,2 [C: \...\dean \My Documents\200
. Company May 7, 2008
Designer dmt 2:13 PM
Job Number : 7590 Rexburg Outpatient Clinic Checked By:
Member Primary Data
-
Label I Joint J Joint
K Joint Rotate(deg) Section ?Shape
,
Type
Design List Material Des gn Ru'es
1
_
a 1 2
col
Column
Tube
A500
Gr 46 Typical
Envelope
Joint Reactions
Joint X_[k] to _
Y ['t] Ic
Z [k]
Ic
MX [k -ft]
Ic MY [k -ft] Ic
MZ [k -ft] Ic
1
_
1 Max -1 1
25_.506 1
0
1
- 0
_ 1
0 1
17 1
2
min -1 1
4.355 2
0
1
0
1
0 1
17 1
3
Totals. max -1 1
26.506 1
-
0
1
4
min -1 1
4.355 2
0
1-
Envelope
Joint Displacements
Joint X [in] Ic
Y [inl Ic
Z [in]
Ic
X Rotation .,
Ic Y Rotation .- is
Z Rotation [ Ic
1.
2 max 1 146 1
-_003 2-
--
0
1
0
1
0 1 -
0
2
-
min 1.146 1
- _021 1-
0
- 1
0
1
0 -1
0 1
_
max 0 1
0 2
0
1—
-
- -.0
- - 1
0 1
0 1_
y
4
min 0 1
-
0 1
0
1
- 0
1
0 _ _1
0 1
Envelope
Member Section Forces
Member Sec Axial[k]
Ic y Shear[k]
Ic
z Shear[k]
Ic
Torque[k
-ft] Ic
y -y Momen.
Ic z -z Mcmen c
1
4 1 max 26.506
1 1_
1
0
1
0
1
0
1 17 1
2
min 4.355
2 1
1
0-
1 _
0
1
0
1 17 1
3
2 max 26.253
1 1
1
0
1
0
0
1 8.5 1
4
min 4.128
2 1
1
0
1
0
1
0
1 8.5 1
5
3 max 26
1 1
1
0
1
0
1
0
1 0 1
6
- min_ 3.9
2 1
1
0
1
0
1_
0
1 0 1
Envelope
Member Section Deflections
Member Sec x [in]
Ic y_[in]
Ic
z [inI
c
x Rotate
[r., Ic
(n) Uy Ratio
Ic (n? Lrz Ratio Ic
1
4 1 max 0
1_ 0
1
0_
1_
0
1
NC
1 NC 1
2
min 0
1 0
1
0
1
0
1
NC
1 NC 1
3
2 Max -- 002
2 -.359
1
0
1_
0
1
568.457
1 NC 1
4
_
min -.011
1 -,359
1
0
1
0
1
568.457
1 NC 1
5
3 max -.003
2 -1,146
1
0
1
0
1
178.068
1 NC 1
6
_
min -Ml
1 -1.146
1_
0
1,
0
1
178.068
1 NC 1
Envelope
A /SC ASD Steel Code Checks
Member Shape Code C..._Loc[f _Ic Shear ...
Loc[ft] Dir
Ic Fa [ksi]
Ft [ksi]
_Fb_y -y [...
Fb z -z [_ Cb
"I-
Cmy Cmz ASD Eqn
6 H1
1
4 HSS8X8X5 424 C
1 .012
0_
y
1 20492,_2'x6
- 30.36
_30.36
6 -2
RISA -3D Version 7.0.2 [C: \..\dean \My Documents \2007 \7590 Rexburg Outpatient \7590 col.r3d] Page 2
.Y
.Z .x
-26k
1k
2
Loads: LC 1, total
Solution: Envelope
Rexburg Outpatient Clinic
dmt
7590
May 7, 2008 at 2 13 PM
7590 col rid
'21
Company G & S Structural Engineers May r, 2008
Designer dmt
Jcb Number 7590 Rexburg Outpatient Clinic Checked By:
Sketch
X
1.875 ft
A
w
r
12 in
m
+ q 4-4 o
I
LO M
r
Z d
N
4.75 ft
Details
A X r --
a
#4 @8.33 in
,3
w
Ln
L-
#4@8.33 in
Z #3 @6 ii
C
n
ri
c
N
C_
4.75 ft
Footing Elevation
X Dir. Steel: 1.23 in (7,#4)
Z Dir. Steel: 1.23 in (7 #4)
Bottom Rebar Plan
Geometry Materials and Criteria
—
Length 4.75 ft eX :0 in
Gross Allow. Bearing
3000 psf
Steel fy
60 ksi
Width 4.75 ft eZ : 0 in
Concrete Weight
:145 pcf
Minimum Steel
:.0018
Thickness 12 in pX :12 in
Concrete f'c
2.5 ksi
Maximum Steel
:.0075
Height 30 in pZ ' 12 in
Design Ccde
ACI 318 -02
Footing Top Bar Cover : 3.5 in
Overturning Safety Factor
A.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 27 1 - 17 300
3
RISAFoct Version 2.0 [Untitled.rft] Page 1
7�
Company G & S Structural Engineers
May 7, 2008
Designer dmt Checked By
Job Number : 7590 Rexburg Outpatient Clinic
Soil Bearin
Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1
Description
Cate_ and Factors
Gross Allow.(psf) Max Bearing (psfj
Max/Allowable Ratio
Description
gories
3000
2792.14
.931
ASCE 2.4.1 -1
1DL
3000
2792.14 (A)
.931
ASCE 2.4.1 -2
1 DL +1 LL
3000
2792.14 (A)
.931
ASCE 2.4.1 -3a
1DL +1WL
3000
2792.14 (A)
.931
ASCE 2.4.1 -3b
1DL +.7EL
3000
2792.14 (A)
.931
ASCE 2.4.1 -3c
1DL +.75LL +.75WL
3000
2792.14 (A)
.931
ASCE 2.4.1 -3d
1 DL +.751-1- +.7EL
3000
1675.28 (A)
.558
ASCE 2.4.1 -4
.6DL +1 WL
3000
1675.28 (A)
558
ASCE 2.4.1 -5
.6DL +.7E1-
Footinq Flexure Design Bottom Bars
Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1
Description
Categories and Factors
Mu -XX (k -ft)
Z Dir As (in
Mu -ZZ {k -ft}
X Dir As (in )
ACI 9-1
1.4DL +1.7LL
19.223
.526
29.108
21.831
.599
ACI 9-2
1.05DL +1,275LL +1.275WL
14.417
.393
18.712
.512
ACI 9 -3
.9DL +1.3WL
12.357
16.477
.336
24.95
.686
IBC 16 -5
1.2DL +1 LL +1 EL
12.357
.45
.336
18.712
.512
IBC 16 -6
.9DL +1EL
11.131
.316
16.957
12.718
.481
Note: Overburden
and footing self weight are included in the DL load case.
8.348
.237
Footiniq Shear Check
Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1
1.4DL +1.7LL
Two Way (Punching) Vc 133.65 k One Way (X Dir
Cut) Vc 47.025 k
One Way (Z Dir. Cut) Vc:
47.025
k
.098
Punching
X Dir
Cut
Z Dir.
Cut
Description Categories and Factors
Vu(k) VU/ Vc
Vu(k)
Vu! Vc
Vu(';')
19.783
V 561 c
ACI 9 -1 1.4131- +1.71-1-
45.388 .453
34.041
12.986
9.739
.368
276
14.838
.421
ACI 9-2 1.05DL +1.275LL +1.275WL
.34
29.178
8.348
.237
12.718
.361
ACI 9 -3 .9DL +1.3WL
IBC 16 -5 1.2DL +1LL +1EL
.291
38.904 .388
11.131
.316
16.957
12.718
.481
IBC 16 -6 .9DL +1 EL
29.178 .291
8.348
.237
.361
Note. Overburden and footing self weight are included
in the DL load case.
Concrete Bearing Check Vertical Loads Onl
Bearing Bc 612 k
Description
Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1
1.4DL +1.7LL
51.944
ACI 9-2
1.05DL +1.275LL +1.275WL
38.958
.098
ACI 9 -3
+1.3WL
33.393
.084
IBC 16 -5
.9DL
1.2131-+1 LL +1 EL
44.523
.112
IBC 16 -6
.9DL +1EL
33.393
.084
Note. Overburden and footing self weight are included in the DL load case.
Page 2
RISAFoot Version 2.0 [Untitled.rft]
,JI
Project No. Date
Designed By
✓�i 0 � eI/I; 0 �•? r I
G&S Structural Engineers Sheet _ 0
I-V&
7
-x
IY/O
G&S Structural Engineers Sheet _ 0
K)
WoodWorks'
i r) a nq i lbs. osf. or Dif ) t
COMPANY I PROJECT
May 7 2208 08 10' woodplybearn
Design Check Calculation Sheet
Size- 7 0
S r
L
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0'
4 -6'
Lumber n-ply, D.Fir-L, No.2, 2x12", 2-Plys
Self-weight of 8.02 1p'f included in loads.
Lateral support: top= at supports, bottom= at supports.
Annlv-,is v- Allowable Stress (psi) and Deflection (in) using INDS 2005:
ADDITIONAL DATA:
S
3
L
e C I
L
a
3„_
0, 1-d! r.
DESIGN NOTES:
i Please verify that the default deflection limits are appropriate for your application
2 Sawn lumoer bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1
3 BUILT-UP BEAMS it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely
at intervals not exceeding 4 times the depth and that
each ply is equally top - loaded Where beams are side - loader, special tastering details may he required,
WoodWorks�"
COMPANY I PROJECT
May 7. 2008 0813 Wplyioearn
Design Check Calculation Sheet
Size 7.0
I r)a n-q I Ids. DSf. or Of I -
LVL n-ply, 1.8E, 2600Fb, 1-314x9-112", 2-Plys
Self-weight of 9 58 pif included in leads.
Lateral support: top= at supports, bottom= at supports.
Analysis vs. Allowable Stress (psi) and Deflection (in) using INDS 2005:
ADDITIONAL DATA:
L -'r. L C
7 1
DESIGN NOTES:
I Please verifv that the default deflection limits are appropriate for your application r final member design contact
2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only Fo
I your local SCL manufacturer
3 Size factors vary from one manufacturer to another for SCL materials They can be changed in lied the database editcr
1 4. BUILT-UP SCL-BEAMS contact manufacturer for connection details when loads are not app equally to al' PlYs'
�' S
COMPANY
WoodWorks""'
r nA nQ 1 the ncf or nlf 1
PROJECT
May 7- 2008 08:15 1 Iv!plybeam
Design Check Calculation Sheet
Sizer 7 0
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0
10 -6't
LVL n -ply, 1.8E, 2600Fb, 1- 314x11 -718 ", 2 -Plys
Self- weight of 11.98 plf included in loads
Lateral support: top= at supports bottom= at supports,
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 Icacs are not applied equally to all plys _
1
t .
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0
10 -6't
LVL n -ply, 1.8E, 2600Fb, 1- 314x11 -718 ", 2 -Plys
Self- weight of 11.98 plf included in loads
Lateral support: top= at supports bottom= at supports,
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 Icacs are not applied equally to all plys _
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Pro:ect No. Date
Project
Designed By
7
Z_
" L , �,
ez-
C y!
Sheet
G&S Structural Engineers
DESIGN NOTES:
1 Please verify that the default deflection limits are appropr ate for your application
2 BUILT-UP COLUMNS nailed or bolted built-up columns shall confcrm to the prov sions of NDS Clause 15 3
7,1
ANY
7C0MP COMPANY
PROJECT
WoodWorks"
May 3, 2008 0137'
ply
Design Check Calculation Sheet
I
Sizer 7 0
LOADS Ibs, psf, or plf
L n,
I MAXIMUM REACTIONS (lbs):
13'
Lumber n-ply, D.Fir-L, No.2, 2x6", 3-Plys
Pinned base: Loadface = wicth(b), Built-up
Self-weight of 5 88 plf included in loads
fastener: nails Ke x Lb: 1.00 x 0 OC= 0.00 [ft], Ke x Ldi 1 00 x 13 00= 13 00 [ft], Repetitive factor
applied where permitted (refer to crline help):
Analysis vs Allowable Stress (psi) and Deflection (in) using NDS 2005:
ADDITIONAL DATA:
L n ca
DESIGN NOTES:
1 Please verify that the default deflection limits are appropr ate for your application
2 BUILT-UP COLUMNS nailed or bolted built-up columns shall confcrm to the prov sions of NDS Clause 15 3
7,1
WoodWorks
i n A r112 i I hq n-qf nr nif ) :
COMPANY I PROJECT
May 8, 2008 0938 plVC01
Design Check Calculation Sheet
Sizer 7 -0
..........
Lc :1 _4
MAXIMUM REACTIONS (lbs):
----- ------
C'
Lumber n-ply, D.Fir-L, No.2, 2x6", 5-Plys
Self-weight of 9.8 pif included in loads:
Finned base, Loadface widtn(b), B fastener nails Ke x Lb 1 00 x 0.00= 0 00 [ft], Ke x Ld 1 00 x 13.00= 13,00 [ft]. Repetitive facto;
applied where permitted (refer to online help)
#### WARNING Nailed B c olumns should not exceed 4 plys
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005:
ADDITIONAL DATA:
a ed
S
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate for Your apolicatw.
2 BUILT-UP COLUMNS nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3
-7, 1
COMPANY 1 PROJECT
W
dWorks'
M 7
2008 1251 wallstud 1
Design Check Calculation Sheet
Sizer 7.0
I n A r*14Z 1 lh n , ,f nr nif 1 o
MAXIMUM REACTIONS (ibs):
z
Lumber Stud, D.Fir-L, No.2, 2x6"
Spaced at 16" c!c: Self-weight of 1 96 plf included in loads,
Pinned base; Loacface = width(b) Ke x Lb 1 00 x 0 00= C 00 tft] Ke x '-d 1 :0 x 12 CO= 1200 [ft] Lateral support top = Lb bct*Low = L l
Repetitive fac applied where oerm,tted ( refer to onxie heIP).
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate for your application
-/,3
S
C
n
4
MAXIMUM REACTIONS (ibs):
z
Lumber Stud, D.Fir-L, No.2, 2x6"
Spaced at 16" c!c: Self-weight of 1 96 plf included in loads,
Pinned base; Loacface = width(b) Ke x Lb 1 00 x 0 00= C 00 tft] Ke x '-d 1 :0 x 12 CO= 1200 [ft] Lateral support top = Lb bct*Low = L l
Repetitive fac applied where oerm,tted ( refer to onxie heIP).
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate for your application
-/,3
WoodWq11r.k:s
- -4 - -if % :
COMPANY I PROJECT
May 7, 2008 12:57 wallstud
Design Check Calculation Sheet
Scer 7.0
MAXIMUM REACTIONS (lbs):
a'
Lumber Stud, D-Fir-L, No.2, W"
Spaced at 16" c;c, Self-weight of 2.E8 pif included in loads,
Pinned base, Loadface = width(o) Ke x Lb 1 00 x 0 oo= 0 00 [ft], Ke x Ld. 1 Co x 18 oo= 18.00 [ft], Lateral support: top = Lb Inctton• - Lb
Repetitive factor. applied where permitted (refer to online help),
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate fcr your application.
WoodWor s ,
COMPANY I PROJECT
May 8 2CC8 09 -471 wallstud
Design Check Calculation Sheet
Sizer 7 C
- ...-f .. -if 1
+-G46-
MAXIMUM REACTIONS (lbs):
o —
Lumber Stud, D.Fir -L, SS, 1- 3/4x5 -1/2"
Spaced at 16" c,'c Self- weight of 2.29 pif included In loads.
Pinned base Loadface = width(b;: Ke x Lb: 1.00 x 0.00= O.CO [ft :: Ke x Lc 1 00 x 18.00= 18.00 [ft], Lateral support: top = Lb, bottom - LL:
Repetitive factor. applied where permitted (refer to online help/:
This section FAILS the design check
WARNING: This section violates the following design criteria: Deflection
WARNING this CUSTOM SIZE is not in the database. Refer to online help
Analvcic vs- Allnwable Stress (psi) and Deflection (in) using NOS 2005 :
ADDITIONAL DATA:
DESIGN NOTES:
1 Please verify that the cefault deflection limits are appropriate for your application.
—/. A.
C
WoodWorks"'
1— ..cf — r.If 1 :
COMPANY I PROJECT
May 8. 2008 09.481 wallstud
Design Check Calculation Sheet
Sizer 7.0
a7
d
7--
' X
�
MAXIMUM REACTIONS (lbs):
01
Lumber Stud, D.Fir-L, SS, 1-3/4x5-1/2"
Spaced at 16" c/c self-weight of 22 pif included in loads
Pinned base: Loadface = width(b). Ke x Lb: 1 x 0 .00= 0,C0 [ft], Ke x Ld '-00 x 18 00= '8.00 [ft], Lateral suppor*, top = Lb, bottom = LL
Repetitive factor applied where permitted (refer to online help)
WARNING: this CUSTOM SIZE is not in the database Refer to online help
1—:1 —A r)-fl.nflnn finli —i— Nn.q 2005
ADDITIONAL DATA:
1,61
Project /, /7,,/ Project No. -
Designed By T
I 4�
4
Date
Sheet elp
G&S Structural Engineers
X �,e
�,; °rt
��_��•
y .��
ti -may
31�
X
Sheet elp
G&S Structural Engineers
Company G & S Structural Engineers May - 7, 2008
Designer dmt
Job Number 7590 Rexburg Outpatient Clinic Checked By.
Sketch
X
w Al2 inp
4 H
4
m
a
Z � -
D
1 ft H
0
Details
X
#4 @5 in Z #3 @6 in
N
4a
Ln
1 _ °t
Controlling Z direction steel requires the following placement:
Region 1 (starts at A) 3 in Steel: .03 in #4 @NA)
Region 2 (middle) 12 in Steel: .26 in #4 @12 in)
Region 3 (ends at D) 3 in Steel: .03 in #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
C
CD
— U —
G �
� a
Ln o
m U
Footing Elevation
Length
1 ft
eX
: 0 in
Gross Allow. Bearing
:3000 psf Steel fy 60 ksi
Width
1.5 ft
eZ
0 in
Concrete Weight
:145 pcf Minimum Steel ..0018
Thickness
:10 in
pX
:8 in
Concrete fc
2.5 ksi Maximum Steel .0075
Height
48 in
pZ
12 in
Design Code
ACI 318 -02
Footing Top Bar Cover :3.5 in
Footing Bottom Bar Cover 3.5 in
Pedestal Longitudinal Bar Cover :1.5 in
Loads
Overturnrng Safety Factor 1.5 Phi for Flexure 0.9
Coefficient of Friction 0.3 Phi for Shear 0.75
Passive Resistance of Soil 0 k Phi for Bearing 0.65
P (k) Vx (k) Vz (k)
DL 1.3
LL 2.3
Mx (k -ft) Mz (k -ft)
Overburden (psf)
300
RISAFoot Version 2.0 [Untitled.rft] Page 1
e. /
Company G & S Structural Engineers May 7, 2008
Designer dmt
Job Number 7590 Rexburg Outpatient Clinic Checked By
Soil Bearin
Description
Categories and Factors
Gross Allow (psf) Max Bearing (psf) MaxlAllowable Ratio
ASCE 2.4.1 -1
1DL
3000
1411.94 (A)
.471
ASCE 2.4.1 -2
1 DL +1 LL
3000
2945.28 (A)
.982
ASCE 2.4.1 -3a
10L+1WL
3000
1411.94 (A)
.471
ASCE 2.4.1 -3b
1DL +.7EL
3000
1411.94 (A)
.471
ASCE 2.4.1 -3c
1 DL +.75LL +.75WL
3000
2561.94 (A)
.854
ASCE 2.4.1 -3d
1DL +.75LL +.7EL
3000
2561.94 (A)
.854
ASCE 2.4.1 -4
.6DL +lWL
3000
847.167 (A)
.282
ASCE 2.4.1 -5
.6DL +.7EL
3000
847.167 (A)
.282
Footing Flexure Design (Bottom Bars)
Description
Categories and Factors
Mu -XX (k -ft)
Z Dir As (in Mu -ZZ (k
-ft) X Dir As (in` )
ACI 9 -1
1.4DL +1.7LL
8.59385e -7
I05559e -8 .398
.01 "-
ACI 9 -2
1.050L +1.275LL +1.275WL
6.44539e -7
2.29169e -8 .298
.011
ACI 9-3
.9DL +1.3WL
2.38266e -7
8.47167e -9 .11
.004
IBC 16 -5
1.2DL +ILL +l EL
6.05188e -7
2.15178e -8 .28
.01
IBC 16 -6
.9DL +1 EL
2.38266e -7
8.47167e -9 .11
.004
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 11.25 k
One Way (Z Dir. Cut)
Vc: 7.5 k
Punching
X Dir Cut
Z Dir Cut
Description
Categories and Factors
Vu(k) Vul
Vc Vu(k) Vu/ Vc
Vu(k) Vu/ Vc
ACI 9-1
1.4DL +1.7LL
NA NA .003 0
.003 0
ACI 9-2
1.05DL +1.275LL +1.275WL
NA NA .003 0
.003 0
ACI 9-3
.9DL +1.3WL
NA NA .000953063 0
.000953063 0
IBC 16 -5
1.2DL +1 LL +1 EL
NA NA .002 0
.002 0
IBC 16 -6
.9DL +1 EL
NA NA .000953063 0
.000953063 0
Note: Overburden
and footing self weight are included in the DL load case
Concrete Bearing Check (Vertical Loads Only)
Bearing Bc 206.125
k
Description
Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1
1.4DL +1.7LL
6.875
.051
ACI 9 -2
1.05DL +1.275LL +1.275WL
5.156
.038
ACI 9 -3
.9DL +1.3WL
1.906
.014
IBC 16 -5
1.20L +1 LL +1 EL
4.841
.036
IBC 16 -6
.9DL +l EL
1.906
.014
Note: Overburden
and footing self weight are included in the DL load case.
RISAFoct Version 2 C [Untitled.rft] Page 2
Company G & S Structural Engineers May 7, 2008
Designer dmt
Job Number 7590 Rexburg Outpatient Clinic Checked By:_
Sketch
X
wAl2 ins
q
�d w `°
.. a
Z co N
D _
1 ft o
Details
B -- x
i #4 @5 in Z #3 @6 in
i a
co
w �
N -
6 - --: to _ O
1 ft
Controlling Z direction steel requires the following placement: Footing Elevation
Region 1 (starts at A): 6 in Steel .07 in (1 #4 @NA)
Region 2 (middle): 12 in Steel: .29 in #4 @12 in)
Region 3 (ends at D): 6 in Steel: .07 in #4 @NA)
Bottom Rebar Plan
Geometrv. Materials and Criteria
Length 1 ft eX
:0 in
Gross Allow. Bearing :3000 psf
Steel fy
60 ksi
Width 2 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 48 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 1.5 300
LL 3.4 _ -
RISAFcot Version 2.0 [Untitled.rft] Page 1
Company G & S Structural Engineers May 7, 2008
Designer dmt
Job Number 7590 Rexburg Outpatient Clinic Checked By
Soil Bearin
Description
Categories and Factors
Gross Allow.(psf) Max Bearing (psf) Max /Allowable Ratio
ASCE 2.4.1 -1
1DL
3000
1264 (A)
.421
ASCE 2.4.1 -2
1 DL +1 LL
3000
2964.17 (A)
•988
ASCE 2.4.1 -3a
1 DL +1 WL
3000
1264.17 (A)
.421
ASCE 2.4,1 -3b
1DL +.7EL
3000
1264.17 (A)
.421
ASCE 2.4.1 -3c
1DL +.75LL +.75WL
3000
2539.17 (A)
.846
ASCE 2.4.1 -3d
1DL +.75LL +.7EL
3000
2539.17 (A)
.846
ASCE 2.4.1 -4
.60L +1WL
3000
758.5 (A)
.253
ASCE 2.4.1 -5
.6DL +.7EL
3000
758,5 (A)
.253
Footing Flexure Design (Bottom Bars)
Description
Categories and Factors
Mu -XX (k -ft) Z Dir As (in Mu -ZZ (k -ft)
X Dir A7(in
ACI 9-1
1.4DL +1.7LL
1.16496e -6 4.14207c
-8 1.036
ACI 9-2
1.05DL +1.275LL +1.275WL
8.73719e -7 3.10656e -8 .777
•028
ACI 9 -3
.9DL +1.3WL
2.84438e -7 1.01133e -8 .253
.009
IBC 16 -5
1.2DL +ILL +1EL
8.0425e -7 2.85956e
-8 .715
.026
IBC 16 -6
.9DL +1 EL
2.84438e -7 1.01133e
-8 .253
.009
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 15 k
One Way (Z Dir_ Cut)
Vc: 7.5 k
Punching
X Dir. Cut
Z Dir Cut
Description
Categories and Factors
Vu(k) Vu/ Vc Vu(k) Vu/ Vc
Vu(k) Vu/ Vc
ACI 9-1
1.4DL +1.7LL
NA NA
.005 0
0
.68 .121
ACI 9 -2
1.050L +1.275_ LL +1.275WL
NA NA
.003
.51 .091
ACI 9-3
.9DL +1.3WL
NA NA
NA
.001 0
0
.166 .029
.469 .083
IBC 16 -5
1.2DL +1 LL +1 EL
NA
NA NA
.003
0
.166 .029
IBC 16 -6
.9DL +lEL
.001
Note: Overburden
and footing self weight are included in
the DL load case
C oncrete Bearing Check (Vertical Loads Only)
Bearing Bc 206.125 k
Description
Categories and Factors
Bearing Bu (k)_
Bearing Bu/ Bc
ACI 9 -1
1.4DL +1.7LL
9.32
ACI 9 -2
1.05DL +1.275LL +1.275WL
6.99
5 2
005
ACI 9 -3
.90L +1.3WL
2.276
.017
IBC 16 -5
1.2DL +1LL +1EL
6.434
.048
IBC 16 -6
.9DL +1 EL
2.276
.017
Note. Overburden
and footing seif weight are included
in the DL load case.
Page 2
RISAFcot Version 2.0 [Untitled rft]
4
• Company G & S Structural Engineers May 7, 2008
Designer dmt
Job Number 7590 Rexburg Outpatient Clinic Checked By:
Sketch
X
.5 ft
12 in B
w a Ii
w W
c
N N
Z
D
2 ft 0
Details
V #4@8.5 in
i
a�
#4@8.5 in
t,a
2 ft
X Dir. Steel: .43 in` (3, #4)
Z Dir. Steel: .43 in (3 #4)
Bottom Rebar Plan
Z
X
#3 @6 in
Footing Elevation
Geometry, Materials and Criteria
q
Length 2 ft eX :0 in
H
Steel fy
60 ksi
W
Concrete Weight :145 pcf
Minimum Steel
c
Thickness 10 in pX :12 in
Concrete fc 2.5 ksi
Maximum Steel
:.0075
Height 48 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
Footing Bottom Bar Cover 3.5 in
Coefficient of Friction 0.3
H
0.75
0.65
Pedestal Longitudinai Bar Cover :1.5 in
Passive Resistance of Soil : 0 k
Phi for Bearing
.
Footing Elevation
Geometry, Materials and Criteria
Length 2 ft eX :0 in
Gross Allow. Bearing :3000 psf
Steel fy
60 ksi
Width 2 ft eZ :0 in
Concrete Weight :145 pcf
Minimum Steel
.0018
Thickness 10 in pX :12 in
Concrete fc 2.5 ksi
Maximum Steel
:.0075
Height 48 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
0.65
Pedestal Longitudinai Bar Cover :1.5 in
Passive Resistance of Soil : 0 k
Phi for Bearing
.
Loads
P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf)
- 300
DL 4
LL 6
_ ... ...... ........ .
Page 1
RISAFoot Version 2.0 [Untitled.rft]
i
Company G & S Structural Engineers May 7 , 2008
Designer dmt
Job Numbe 7590 Rexburg Outpatient Clinic Checked By.
Soil Bearin
Description Categories and Factors
Gross A!low.(psf) Max Bearing (psf) Max /Allowable Ratio
ASCE 2.4.1 -1 1DL
3000
1490.83 (A)
.497
ASCE 2.4.1 -2 1 DL +1 LL
3000
2990.83 (A)
.997
ASCE 2.4.1 -3a 1DL +1WL
3000
1490.83 (A)
.497
ASCE 2.4.1 -3b 1DL +.7EL
3000
1490.83 (A)
.497
ASCE 2.4.1 -3c 1DL +.75LL +.75WL
3000
2615.83 (A)
.872
ASCE 2.4.1 -3d 1 DL +.75LL +.7EL
3000
2615.83 (A)
.872
ASCE 2.4.1 -4 .6DL +lWL
3000
894.5 (A)
.298
ASCE 2.4.1 -5 .6DL +.7EL
3000
894.5 (A)
.298
Footing Flexure Design (Bottom Bars)
Description Categories and Factors
Mu -XX (k -ft) Z
Dir As (in Mu -ZZ (k -ft)
X Dir As (in`
ACI 9 -1 1.4DL +1.7LL
1.159
.041 1.159
.0 i
ACI 9 -2 1.05DL +1.275LL +1.275WL
.869
.031 .869
.031
ACI 9 -3 .9DL +1.3WL
.335
.012 .335
.012
IBC 16 -5 1.2DL +1 LL +1 EL
.822
.029 .822
.029
IBC 16 -6 .9DL +1 EL
.335
.012 .335
.012
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 15 k
One Way (Z Dir. Cut)
Vc: 15 k
Punching
X Dir. Cut
Z Dir. Cut
Description Categories and Factors
Vu(k) Vu/
Vc Vu(k) Vu/ Vc
Vu(k) Vu/ Vc
ACI 9-1 1.4DL +1.7LL
NA NA
.009 0
.009 0
ACI 9-2 1.05DL +1.275LL +1.275WL
NA NA
.007 0
.007 0
ACI +1.3WL
NA NA
.003 0
.003 0
_.9DL
IBC 16 -5 1.2DL +ILL +l EL
NA NA
.007 0
.007 0
IBC 16 -6 .9DL +l EL
NA NA
.003 0
.003 0
Note: Overburden and footing self weight are included in
the DL load case.
Concrete Bearinq Check (Vertical Loads Only)
Bearing Bc . 310.25 k
Description Categories and Factors
Bearing Bu (k)
Bearing Bu/ Bc
ACI 9 -1 1.4DL +1.7LL
18.549
.092
ACI 9-2 1.05DL +1.275LL +1.275WL
13.912
.069
ACI 9 -3 .90L +1.3WL
5.367
.027
IBC 16 -5 1.2DL +ILL +1 El
13.156
.065
IBC 16 -6 .9DL +1 EL
5.367
.027
Note. Overburden and footing self weight are included
in the DL load case.
Page 2
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