HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 05-00342 - Artco Business Park - Office Space BuildingZ ~
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p4 gEXBUkC Certificate of Occupancy
~; ~7 _ CITY or-
~~ o
•~ ~~jJjZ~r City of Rexburg
Ameriar3Fam~ilyCommunity Department of Community Development
.. U ~.
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359-3020 /Fax (208) 359-3022
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:
Contractor:
Special Conditions:
Occupancy:
05 00342
International Building Code 2003
1190 Stocks Ave
Office Building
Type. V-N, Unprotected
28
No
Cook Alan
POBox131
Teton, ID 83451
Alan Cook
Business, professional or service, restaurants less than 50
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
sties inspected on the date listed vies found to be in compliance vtith the-requirements ofthe-code__ __ - __-
for the group and division of occupancy and the use for tnhich the proposed occupancy sties
classified.
Date C.O. Issued: September 20, 2006 (11
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.
Water De artm n : ~` "~`~""'"~~-
p e t Fire De a
State of Idaho Electrical Department (208-356-48301: ~ -
.x-~
o4¢E~~~X,, certificate ®f occupancy .
rG CITY O F
„~ ~ ~~~. City of 12exburg
~> `~' -- Department of Community Development
America> Family Cnmmur:ity
19 E. Main St. / Rexburg, FD. 83440
Phone (208) 359-3020 /Fax (208) 359-3D22
Building Permit Rto:
Applicable Edition of Code:
Site Address:
Use and ®ccupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
fVame and Address of Owner:
.: ; .:~
Contractor: Alan Cook
ial Conditions: /~ J~ -- Q ,~,,(
Spec ~jrn V~UI f~v ~ l/~
T
P
Ca~irhonS
®ccupancy: Business, professional orservice, restaurants less than 50
This Certificate, issued pursuant to the requirements of Section 909 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
v~.es inspected on the date listed vtes found to be in compliance v~ith the requirements ofthe code
for the group and division of occupancy and fhe use for ttihich the proposed occupancy vies
classified.
Date C.O. Issued: September 20, 2006. (11
~, _r! .
C.O Issued by:
05 00342
International Building Code 2003
1190 Stocks Ave
Office Building
Type V-N, Unprotected
28 .
No
Cook Alan
P O Box 131
Teton, ID 83451
Building Official
There shall be no further change in the existing occupancy classification of the building norshall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Officia has reviewed and approved
said future changes..
aC.~ Fire De a fi•
Water Department:
State of Idaho Electrical De artment 208-35.6-4830
M
. 3
~~(tGaSt;>;~,
lG
?.
V»
April 12, 2007
To File: OS 00343
C I T Y O P
~~~
_.--"""_.. Ciy ...__...-.___
Arwericu's Fnmfly Commrvrfty
Planning and Zoning, final site visit for the new building at 1190 Stocks Ave
Planning and Zoning performed a final inspection for issues regarding the approved site
plan. The following items are those that are outstanding and should be addressed in order
to consider the project completed:
~~" 1) Landscaping needs to be completely installed around the perimeter of the
building.
2) Trash receptacle needs to be screened. /P -(, -off ~ o ~~ ~~~
~orn~I~~
The Planning and Zoning Department would request that a temporary certificate of
occupancy be issued that is valid until June 1, 2007 in order for the development to
resolve the above stated issues.
Gary Leikness Planning and Zoning Administrator 79 E. Main Rexburg, ID 83440 P. 0. Boa 280
Phone (208J 359.3020 eat.314 Fax (208) 359.3024
garylr~irexburg.org wrvw.rexburg.org
CI~'Y OF REXB URG • PERMIT #
BUILDING PERMIT APPLICATION Please complete the entire Application!
19 E MAIN, REXBURG, ID. 83440 If the question does not apply fill in NA for non applicable
2018-359-3020 X322
PARCEL NUMBER: ~ (We will provide this for you)
SUBDIVISION: Al?rCo ~~,14~tL,~i41~/4aZ~ UNIT# BLOCK# LOT# ~i 3
(Addressing is based on the information -must be accurate)
EMAIL
PROPERTY ADDRESS: 1 `~ ~ ~`~~~ ~~
PHONE #: Home (dog) ~S'$ -'y~S ~ Work (~ ~ISg'~ys Z Cell (,?og)?8g-~~~ 3
OWNER MAILING ADDRESS: (gyp i~a~0 / 3 ( CITY: '~~:,D~ t~-~ STATE:~O ZIP: 8'~ f
EMAIL~P~~2GI~ ~~rtl.cow~FAX ~3'$ ^~ ~Z- ~!,/~' ~ ~~~ t,
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 INFORMATION: ADDRESS
STATE; ZIP
PHONE #: Home
CONTRACTOR:
F
Work ( ) Cell ( U SEP 9
MAILING ADDRESS: ~~j ~~G ~ 3 ~ CITY ~~t~ STATE~ZIP
PHONE: Home# ySB'~$ ZWOrk# ,O 9' ~Y5^3 Cell# ~p ~- ~~~ ~
EMAIL~i2Pof>Pc~~~{p(,~~FAX y~ ^~ S~SZ--
How many buildings are located on this property? Tai?_E I.~ ~ LL 3~ z
Did you recently purchase this property? No IFyes give owner's name) Q~1"co 13g1;1nLr56 T~~ (~
Is this a lot split7~ YES (Please bring copy of new legal description of property)
PROPOSED USE: (~ o I(.I,N.ti'F. I~ I Id L F~`G~ c ~E ~ ~~C ~
(i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I
have read this application and state that the information herein is correct and I sweaz that any information which may hereafter be given by me in hearings before the
Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws
relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes.
NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or
misrepresentation of fact in the application or on the plans on whi the permit or approval was based. Permit void if not started within 180 days. Permit void if work
stops for 180 days
_ g ~~~ a5'
Signature o pp scan DATE
Do you prefer to be contacted by fax, email or phone? Circle One
WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE!
Plan fees are non-refundable and are paid in full at the time of application beginning January 1.2005.
City of Regburg's Acceptance of the plan review fee does not constitute plan approval
CONTACT PHONE #
Affidavit of Legal Interest
State of Idaho
County of Madison ~
I, ~~~~1 ~~~ ~ ~ ~ C~ ~ ~
Name Address
City State
Being first duly sworn upon oath, depose and say:
(If Applicant is also Owner of Record, skip to B)
A. That I am the record owner of the property described on the attached, and I grant my
permission to:
Name Address
to submit the accompanying application pertaining to that property.
B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any
claim or liability resulting from any dispute as to the statements contained herin or as to
the ownership of the property which is the subject of the application.
Dated this `~ ~ ~ ~ p5~ ~ day of ~~PrL~~- , 20 O~
Signature
Subscribed and sworn to before me the day and year first above written.
Notary Public of Idaho
Residing at:
My commission expires:
2
~~Jan 17 07 01:07p 208-745-8792
e~ Jan, ll. 2007 10:4bAM No, 3513 P. 2/2
""'Building Permit Fees ~- n time otappl3catloa++ +•Bailding Pcrmils are ~it yov check does not claw+'
Please complete tl><e e~.~ire Application!
If the estion does not apply
~~ ~ ~~~ ~~ c~~- 05 00342
PROPERTY ADDRESS • 1.oh ~ ~
SUBDIVISION ~Qo ~t~~ ~,ar~ic. 1190 Stocks Ave
~~s units:~_ Parcel Acres: ~ Office Space
SETBA,CR.S h
FRONT O SIDE I Jr S1DE__~jt 33 SACK /. S
Remodeling Your Building/Home (need Estimate) ~ k
p.l
SU~FACESQUAREFlO'OTAGE.• (Shall include the exterior wall measurements of the building}
First Floor Aria /Z~ ~
Second floor/loft area
Third floor/loft area
Shed or Bsra
Unfinished Basement area
Finished basement area a,
Garage area
Carport/Deck (30" above grade)Area
Water Meter Quiantity:
Requited!!!
P,~U1VI131NG
Plumbing Contractor's Name:
~I
****'"******~'**** Water Meter Size:
,,~
-i~- SEs Busig~ss Name~~'IdP~ ~~ ~/C~i~~~J;~
Contact Phone: ~'~l ~l ~0 Business Plton~, j~U~ ~ ~.~ - ~Z~f'
~1 Fax ~~~- 7~s~ ,~ 7 %~
~.~E COUNT (incltrdin~ rorv~bedT blares)
Clothes Wasbitlg Machine _~_ Sp~~
Dishwasher Tub/Showers
~_ Floor Drain ~_ Tailet/Urinal
Garbage Disposal _L Water Heater
Hot Tub/Spa Water Softener
~,_ Sinks
(Lavatories, kitchens, bar, mop)
Ptnmbing Estimate $ (Commercial Oa1y) - ~ --
~e uire ! S cure of i need Coamactor License number Date
The City ofResbxrg S permit fee dchecbde is the same os required by [he Slate ofldoho
~I~1~
4
**Building Permit Fees are d t time of application** **Building Permits are v ~ ~f you check does not clear**
Please complete the eire Application!
If the question does not apply
NAME ~ la,ti ~~,~, C~,Ic- 05 00342
PROPERTY ADDRESS ~.~~ ~ 3
SUBDIVISION ~. $y,5~k~s -P~~ 1190 Stocks Ave
Dwellin Units: j Office Space
g /~ ~- Parcel Acres:
SETBACKS
FRONT g 0 SIDE
SIDE p~(9~ 33 BACK 7~ 5
Remodeling Your Building/Home (need Estimate) $ /~-
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area a'~ ~
Second floor/loft area
Third floor/loft area
Shed or Barn
Unfinished Basement area
Finished basement area a,gcz9
Garage area
' above
Water Meter Quantity:
I sl
**************** Water Meter Size•
Required!!!
PLUMBING
Plumbing Contractor's Name:
Address
Contact Phone:
City
Business Phone: ( )
Email Fax
FIXTURE COUNT (including roughed fixtures)
Clothes Washing Machine
Dishwasher
~_ Floor Drain
Garbage Disposal
Hot Tub/Spa
Sinks
(Lavatories, kitchens, bar, mop)
Plumbing Estimate $ ~ (Commercial Only)
Sprinklers
Tub/Showers
Toilet/L7rinal
Water Heater
Required! Signature of Licensed Contractor License number Date
The City of Rexburg's permit fee schedule is the same as required by the State of Idaho
~.r
Business Name:
State Zip
Water Softener
4
Jan. 17, 2007 9:32AM
Please complete the elc~ ~ Application! x~~
N pAME le
PROPERTY ADDRESS
SC3l~D1`VISION ~
No, 3511 P, 2/2
~s oosa2
1190 Stocks Ave
Office Space
I~equi~edlll
1VIEC~~AI~IC~
Mechanical Contractor's Name:~~,Ed,F " ~lG~-. Business Name: , ` ~ f'! ,0`u
Address ~"~" ~` ~f~C d p~~ City r ~ State ~~ Zip.
Contact) Phone: (~ ~ D ~' d Business Phone: ( )
F.wcaii ~/P.7deeo~.dllS.®e/~%.'~'~/~Y/" " ~~yc.-fY.~v _/r~~ax ~~~ ~tl"_~ ~ f/'~~~
Mecharii~l Estfmat®S Q n ~ (CommereiaUMu~i Family Ottl~y)
FIX?`URE'S & APPL,L~NCES COUAIT (S~igle Fanally Dwe11~ro~ Only)
Air Conditioner Space Heater
Path Fan Vents Unit Heater
Range Hood Vents
Boiler
Cook Stove Vents
Decorative (has Fireplaces
Dryer Vents
Evaporative Cooler
Exhaust or vent ducts
~_ Fuel (gas) piping Sxtur~ or appliance outlets
Furnace
Furnace/Air Conditioner Combo
Heat Pump
Incinerator
Pool Beater
Heat (Circle all that e~pply~~ Oil Coal Fireplace Electric
anlcsl Calculatfons must be submitted with Plans- & Appiicatian
Point of Dsaivery must be shown on p.~ans.
~~"~ ~ -~ 7 ~~~
of Licensed Contactor LiCens®r-umbea~ Date
Req
a'he City of 12exb~g's~erArrf fee schedarle rs die same as r~irsd ~ry tho Stal~~p 'ldaho
~~~ m.^ ~ ~
5
z0~i0 39ad h~I1Nf10~ H9IH LT80-5bL-80Z-Z
TZ~ST L00Z/LT/Z0
Please complete the ent~ Application! if tb
applicable
NAME IcC
PROPERTY ADDRESS
SUBDIVISION - ~
~ 05 00342
1190 Stocks Ave
Office Space
Required!!!
Mechanical Contractor's Name:
Address
MECHANICAL
Contact Phone:
Email
1
City
Business Phone: ( )
Fax
Mechanical Estimate $? (CommerciaUMulti Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
Air Conditioner
Bath Fan Vents
Range Hood Vents
Boiler
Cook Stove Vents
Decorative Gas Fireplaces
Dryer Vents
Evaporative Cooler
Exhaust or vent ducts
Fuel (gas) piping fixtures or appliance outlets
Furnace
Furnace/Air Conditioner Combo
Heat Pump
Incinerator
Pool Heater
Heat (Circle all that apply) Gas Oil Coal Fireplace Electric
Mechanical Sizing Calculations must be submitted with Plans & Application
Point of Delivery must be shown on plans.
Signature of Licensed Contractor
Required!
The
License number
Zip
Space Heater
Unit Heater
Date
's permit fee schedule is the same as required by the State of Idaho
Business Name:
State
5
CITY OF
AMERICA'S FAM0..Y COMMUNITY
•
APPLICATION: "CONSTRUCTION PERMIT"
CONSTRUCTION PERMIT #:
PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO
-APPLICANT
BUSINESS NAME:
OFFICE ADDRESS:
APPROVED BY:
City ~ to Zip
OFFICE PHONE NUMBER: (a~~ ) ~5"8 "`l~ ~ ~--
CONTACT PERSON: I~.tR.,~,,C~ (~- CELL PHONE # (a~~) ~o `1-~f~S~ 3
-LOCATION OF WORK TO BE DONE:
STREET ADDRESS WHERE WORK WILL BE DONE: 1~0?+,3 ~(e~y l ~~ ~~~
BUSINESS NAME WHERE WORK WILL BE DONE: T ~
DATES FOR WORK TO BE DONE: 4~eo/ o~ TO Z D ~
CONTACT PERSON: I~-(~ ({~~
PHONE NUMBER: (any ) ~l5"g ~ ~S~- CELL # (~) ~/~-~Y~S2-
PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR:
^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS
^ COMPRESSED GASES
^ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT
^ FIRE PUMPS AND RELATED EQUIPMENT
^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS
^ HAZARDOUS MATERIALS
^ INDUSTRIAL OVENS
^ LP-GAS
^ PRIVATE FIRE HYDRANTS
^ SPRAYING OR DIPPING
^ STANDPIPE SYSTEMS
TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES
~ ~'~
APPLICANTS SIGNATURE DATE
6
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2S'
SUMMIT CONSULTING SERVICES, INC.
143 N 4080 E, Rigby, ID 83442
(208) 709-5549
#OS-1051
October 20, 2005
Mr. Alan Cook
Aerotech Design
P.O. Box 131
Teton, ID 83451
Re: Artco Business Park, Lot 2&3
Rexburg, ID
This letter is to provide documentation that Summit Consulting Services, Inc. has
designed the lateral resisting system, concrete walls, and footings for the above
referenced building. The design is based upon a 35 psf roof snow load, a 90 mph 3
second gust wind force with exposure B, and lateral forces for seismic design category D.
The structural design is based upon the 2003 International Building Codes requirements
and restrictions.
Included is are "redlined" 24x36 main floor and foundation plans, an 8 'h x 11
"Wood Wall Schedule", an 8 '/z x 11 "Wood Diaphragm Schedule", 8 %z x 11 "Structural
Notes", and calculations. The lateral resisting system is based upon continuously
sheathed walls using 7/16" APA rated wall sheathing. All edges are to be blocked. This
design does not require any interior braced walls.
This design is intended to cover only the lateral design of the building referenced
above. This letter is not intended to cover any other structural, mechanical, electrical, or
architectural features. The design is for a one time use for the above mentioned building
only. The lateral analysis is limited to a one time use for the above referenced project
and none of the design or portions of the design are to be used or reused on any other
projects without the written consent of Summit Consulting Services, Inc. Due to the
limited involvement and no construction observation, Summit Consulting Services, Inc.
is limiting our liability to $4500.
Sincerely,
Adam R. Hoopes, P.E.
JOB NAME: ?~RTGO BUSINESS P?~RK, LOT 2 ~ B
N
WOOD W~4LL SCHEDULE (SEE APPROPR ATE
SEGTIONS FOR BOTTOM PLATE NAILING
OR BOLTING)
BW =BEARING WALL 5W =SHEAR WALL
WALL SILL PLATE/ ANCHOR zx2x3/16 WALL TOP PLATE ~/ib" (b) NAILING
MARK STUDS BOTTOM PLATE BOLTS WA5 R5 BLOCKING DETAfL APA RATED (0.1285"~ x 2 I/2" MIN.)
(I) (2) (3) 4 (5) SHEATHING EDi5E5 INTERMED.
5W 2xb® 5/8° ~
" 2xb
I
Ib" O
G 2x ®3-O
O.G.
" YE5 -- ONE SIDE ®4" O.G. ®12" O.G.
.
. 7
EMBED PANEL JT.
(I) USE CONSTRUCTION GRADE DOUGLAS FIR.
(2) USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
(3) USE A301 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS
PER PIECE. LOCATE ANCHOR BOLTS 10" FROM EACH END OF PIECE.
(4) USE A36 STEEL. DO NOT RECESS INTO SILL PLATE.
(5) WHERE TOP PLATE 15 GUT OR DISCONTINUOUS, STRAP ACROSS BREAK WITH 51MPSON MST37 STP:AP.
(6) SHEATHING TO BE PLYWOOD OR OSB. NERTIGAL OR HORIZONTAL ORIENTATION.)
?~LTERN?~TE 5T~4PLE SCHEDULE
FOR ~P.4 R,gTED 5HE~4TH I NG
EDGE NAIL SPACING
A5 SPECIFIED IN
THE WOOD WALL 14 GAUGE I5 GAUGE 16 GAUGE
OR DIAPHRAGM
SCHEDULES
® 6" O.G. ®5 I/2" O.G. ®5" O.G. ®3 I/2" O.G.
® 4" O.G. ®3 I/2" O.G. ®3" O.G. ®2 I/2" O.G.
® 3" O.G. ®3" O.G. ®2" O.G. NONE
® 2" D.G. NONE NONE NONE
NOTEr
I. ALL STAPLES TO HAVE ~/Ib" MIN. GROWN WIDTH.
7_. MINIMUM PENETRATION FOR ALL STAPLE GAUGES 15 I".
3. FASTENC-R SPACING ®2" O.G. OR LESS REQUIRES
NOMINAL 3x MEMBER.
JOB' N~4ME : ~RTGO SUS I NESS P~4RK, LOT 2 ~ 3
WOOD DI,4PHR~GM SGHEnULE
MARK SPAN RATING SHEATHING BLOCKING MINIMUM WIDTH
FRAMING MEMBER NAMING
(0.131"~xa i/2" MIN.)
23/32" G-D NONE REQ'D. BOUNDARY ®6" O.G.
WDI 48/24 APR RATED W/ T.$G. I I/2" SUPPORTED EDGES ®6" O.G.
SHEATHING PLYWOOD INTERMEDIATE; ®12" O.G.
x/16" G-D BOUNDARY ®6" O.G.
WD2 40/20 APA RATED NONE I I/2" SUPPORTED EDGES ®6" O.G.
SHEATHING INTERMEDIATE' ®12" O.G.
DIAPHRAGM BOUNDARY
______ NAILING®SHEARWALL ______
OR BUILDING EDGE
' -SHEATHING PANELS ~ I '
-EDGE NAILING
' SUPPORTED '
PANEL EDGES
NO BLOCKING
' ®PANEL JOINT - '
EDGE NAI
ING
L
® SUPPORTED
PANEL EDGE
• INTERMEDIATE NAILING
~ ~~--
® SUPPORTS ---
2x4 BLOCKING (FLAT)
GUT $ FITTED BETWEEN
JOISTS ®SHEATHIN6
ANEL EDGES (TYP.)
WOOD JOISTS
BLOCKED DIAPHRAGM ~ , UNBLOCKED DIAPHRAGM
TYP I G,~,L HOR I ZONT~L D I ?~PH R~GM N~ I L I P~iG
STRUCTURAL DRAWING NOTES
Artco Business Park, Lots 2 & 3
GENERAL APPLICATION
A. These drawings must be used in conjunction with the architectural drawings to clearly define
the requirements for construction.
B. Do not scale drawings.
C. In the opinion of the Contractor, any items that appear to be deficiencies, omissions,
contradictions or ambiguities in the drawings, should be brought tch the attention of the
architect and/or structural engineer.
II. CODES AND SPECIFICATIONS
A. International Building Code (IBC) - 2003 Edition
B. AITC Timber Construction Manual - 4`h Edition
C. NDS National Design Specification for Wood Construction - 2001 Edition
III. DESIGN CRITERIA
A. Wind 3 Second Gust Wind Speed = 90 MPH
Exposure = B
Building Category II; IW = 1,00
B. Seismic SS = 0.606 Sos = 1..:31
Si = 0.193 Soi = 2;03
Site Class = D
Seismic Design Category = D
Seismic Use Group = 1; IE = 1.0
Percentage of roof snow used for desiign = 20
C. Live Loads per IBC Sec. 1607 Uniform (psf~
1. Roof (snow load, IS = 1.0) 35
D. Dead Loads Uniform (psf)
1. Framing system 15 (roof)
E. Design Assumptions
1. Soil bearing pressure assumed to be 2000 psf for columns and will footings as per IBC
Table 1804.2 based upon a sand, silty sand, clayey sand, silty grajvel and clayey gravel
(SW, SP, SM, SC, GM and GC). Any variations encountered, diffei;ent from the soil type
assumed, shall be brought to the attention of Summit Consulting ;Services, Inc. before
proceeding. Equivalent fluid pressure = 45 pcf.
F. Allowable Stresses (unless otherwise noted)
1. Concrete fc (@ 28 days)
a) Footing 3000 psi
b) Slabs on grade 4000 psi exposed to frE?eze/thaw
3000 psi unexposed slabs
2. Reinforcing steel ASTM A615 Grade 60
IV. SPECIAL INSPECTION
A. The owner or architect acting as the owner's agent shall employ; independent special
inspector(s) to perform the following duties. Each special inspector shall submit
qualifications showing competency to the building official fear approval prior to
specified duties. All special inspection is to comply with Chapter 17 of the 2003 IBC.
1. Concrete:
a) No special inspection is required based upon design fc = 25001. psi.
V. GENERAL STRUCTURAL NOTES
A. All footings shall bear on undisturbed soil or rock. The foundation shall bear on the same
soil type throughout the entire structure. A minimum distance of 2'-f~i" shall be maintained
from finished grade to the bottom of all concrete footings.
B. Caution shall be taken not to undermine adjacent existing footings.
C. Contractor shall verify all dimensions in the field: any variation from the drawings shall be
brought to the attention of the Architect. Any proposed field charges shall have prior
approval from the Architect.
D. Adequate shoring and bracing of all structural members during construction shall be
provided.
E. Do not backfill against basement foundation walls until supporting floors system is in place.
F. Backfill under slabs and footings shall be with approved material. Plaice fill in 8" maximum
loose lifts and compact to 95% maximum dry density in accordance with ASTM D1557.
VI. CONCRETE
A. Concrete shall be of ready mix type conforming to ASTM C94. Noy special inspection is
required based upon IBC Section 1704.4.
B. When the average daily temperature is expected to drop below ~f0° F for 3 or more
successive days, the concrete shall comply with the Cold Weather Concreting Standard
(ACI 306). Place no concrete against frozen earth.
C. Splices of reinforcement at points of maximum stress shall be avoided. All longitudinal
reinforcement in beams and lintels shall be continuous without splicE~s between supports.
Minimum overlap for lapped splices shall be as follows:
#4 - 24" #6 - 36"
#5 - 30" #7 - 53"
D. All continuous reinforcement shall terminate with 90° return or sep~~rate corner bar into
intersecting wall. Use same size bar and spacing as horizontal wall reinforcement.
E. All vertical reinforcement in piers and walls shall be doweled from the footing or structure
below with rebar of the same size and spacing as required above.
F. Construction joints in large areas of slab on grade shall be placed in long strip construction
fashion in widths not to exceed 20 feet. Control joints at 20 feet maximum shall be tooled
and/or saw cut transverse to the length.
G. No aluminum products shall be embedded in the concrete.
VII. REINFORCING STEEL
A. Welding or tack welding of reinforcing bars to other bars, plates, angles, etc. is prohibited.
B. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of
Standard Practice for Detailing Reinforcing Concrete Structures (ACI 315).
C. Reinforcement shall be accurately placed and adequately supported before concrete is
placed, and shall be secured against displacement. Location of reinforcement shall be as
indicated on the drawings. The following protection for reinforcement shall be provided.
Minimum Cover;
Cast against and permanently exposed to earth......... 3"
Exposed to earth or weather - #5 and smaller....... 1-1/2"
- #6 thru #18 bars.......... 2"
Not exposed to earth or weather -slabs, walls......... 3/4"
VIII. PRE-ENGINEERED WOOD TRUSSES
A. Trusses to be designed by Manufacturer. See architectural drawings 'for roof slopes and/or
truss configurations. Review structural drawings for intended truss placement and support
locations.
B. The pre-engineered roof truss members shall be designed to support the following loads in
addition to the dead load of the member as applicable.
1. 35 psf roof snow load plus drifting as indicated on plans.
2. 9 psf dead load bottom chord.
3. 6 psf dead load top chord.
4. Applicable wind load per wind load design criteria.
C. The shop drawings and design calculations shall be produced by, or wander the supervision
of a registered Professional Engineer. The shop drawing submittal t~ the contractor shall
include the following:
1. Truss placement plan.
2. Truss design drawing for each truss, stamped and signed by a registered Professional
Engineer licensed in the state in which the project will be constructed.
3. Connection requirements for truss to truss girder, truss ply to ply i~nd field splices shall
be designed by truss manufacturer and submitted with shop drawings. Contractor shall
provide such connection requirements as specified in shop submitt2als.
4. Contractor shall provide all permanent bracing requirements for th!e structure, including
the trusses as indicated in structural drawings and shop drawingsi The lateral bracing
shall be anchored to solid end walls or permanent diagonal bracing:
D. Contractor shall provide blocking at all truss support locations and V-notch blocking as
required at all vent locations.
E. No truss shall be modified without the truss manufacturer's approval.
IX. TIMBER
A. All wood and timber construction that is part of this project shall c~~mply with the Timber
Construction Manual of the AITC. Other members with equivalent si 'e and strength can be
substituted only if documentation is provided to substantiate capacit, of new product. All
wood framing members shall have moisture content less than 19% unless otherwise noted.
B. Notching of any structural member other than that shown on the drawings is prohibited.
C. There shall be at least two nails at each contact point, with 8d thru 1" material, 16d thru 2"
material and 40-60d thru 3" material.
D. Wherever possible nails should be .driven perpendicular to the grain instead of toe nailed.
E. All wood materials in direct contact with concrete or masonry or within 6" of soil shall be
pressure treated wood or wood of natural resistance to decay. VVhen wood joists are
located closer than 18" or wood beams are located closer than 12j' to exposed soil, the
wood framing shall be pressure treated wood or wood of natural resist~~nce to decay.
F. Where wood tends to split, holes for nails shall be bored a diameter smaller than that of the
nails.
G. Roof and floor sheathing face grain must be perpendicular to its supports.
H. Floor, roof and wall diaphragm sheathing nails or other approved sheathing connections
shall be driven so that their head or crown is flush with the surface of tine sheathing.
All wood connection hardware shown on plans is based upon Simpson Strong Tie products.
Equivalent hardware may be used upon approval of the Architect. Alljhangers are to match
the width and depth of framing members with correct slope and skew ;where applicable. Fill
all nail holes unless otherwise noted. All Simpson connectors in contact with pressure
treated wood shall be Simpson Zmax (G185) connectors in lieu of standard Simpson
galvanized coating.
NAILING SCHEDULE
All nails in this schedule may be sinker, box or pneumatic driven nails unless otherwise
specified. All fasteners exposed to weather or moisture and/or fasteners less than '/Z" ~ driven
into pressure treated lumber shall be stainless steel or galvanized. Ofi;her nails with proper
revised spacing may be used with written approval of the Architect.
CONNECTION
Engineered "I"joist & blocking
FASTENING
See manufacturer's nailing requirement
LVL built-up beams & headers
2x Joists & 2x Trusses
See manufacturer's naiiling requirement
3-8d toenail @ each bearing
2-8d endnail from rim t~ joist
Blocking between 2x joists & 2x trusses
Bottom (sole) plate to joist or blocking
Studs to bottom (sole) plate
Blocking between studs
Double Top Plates
Lower plate to top of stud
Upper plate to lower plate-staggered
Upper plate to lower plate @ intersection
Upper plate to lower plate @ splice point
(Minimum lap: 4'-0" staggered splices)
Beveled Top Plates
Built-up Corner Studs
2x Built-up Beams & Headers
2x10 or less in depth
2x12 or more in depth
3-8d toenail to support plate or joist
2-16d @ each joist
16d @ 6" o. c. @ rim jurist
2-16d endnails or 4-8c~ toenails
2-8d toenail each end jor
2-16d endnails each e!nd
2-16d
16d @ 16" o.c.
3-16d
16d @ 4" o.c. staggered
16d @ 4" o.c. staggerdd
16d @ 16" o.c. stagge;red
2 rows 16d @ 16" o.c.,
5/8"~ bolts @ 24" o.c., staggered
z '
SUMMIT CONSULTING SERVICES, INC.
143 N 4080 E, Rigby, ID 83442
(208) 709-5549
ARTCO BUSINESS
PARK
LOTS 2 & 3
REXBURG, ID
Client: Aerotech Design
Teton, ID
Designed by: Adam Hoopes, PE
Project #05-1051
TABLE OF CONTENTS
SHEET DESCRIPTION
1.1 Design Criteria
2.1-2.14 Lateral Analysis and Shear Walls
3.1 Roof Diaphragm Design
4.1-4.2 Concrete Wall Design
5.1-5.3 Concrete Footing Design
END
~-
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SUMMIT CONSULTING SERVICES, I~~IC.
143 N 4080 E, Rigby, ID 83442
(208) 709-5549
STRUCTURAL DESIGN CRITERIA
Date:
Project:
Location:
Building Code;
Design Loads:
Roof:
Soil:
October 20, 2005
Artco Business Park Lots 2 & 3 (Project #051051
Artco Business Park Lots 2 & 3 Rexburg ID
2003 International Building Code (IBC)
Snow Load (SL): 35 PSF
Dead Load (DL): 15 .PSF
Assumed soil type: SW, SP, SM, SC GM and~GC
(Sandy, silty sand, clayey sand, silty gravel, anti clayey gravel)
Allowable soil pressure: 2000 PSF (Per IBC TabPe 1804.2)
Design soil pressure: 2000 PSF
Wind: 90-mph 3-second gust
Exposure B
Importance factor: 1,00
Seismic: Ss = 0.606 g Fa = 1.31 g
S1 =0.193g Fv=2.03g
Site class D
Design Category D
Importance factor 1.00
Sheet 1.1
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SUMMIT C~NSTULTING SERVICES INC.
143 N 4080E RIGBY, ID 83442 PHONE: 208.709.5549
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SUMMIT CONSTULTING SERVICES INC.
143 N ,4{080 E RIGBY, ID 83442 PHONE: 208.709.5549
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Designer; Adam, Hoopes
Date: 10119/2005
Project: Arta Business Park, Lot ~&3
DESIGN CRITERIA
CODE: 2003 IBC
LOADS:
ROOF SNOW =
35
ROOF DEAD = 15
FLOOR DEAD = 15
FLOOR LIVE = 40
Summit Consulting Serviices, INC
143N4080E
Rigby, ID 83442
SEISMIC DESIGN PARAMETERS FROM USGS
Ss = 0.606 g Fa = 1.31 g
S1 = 0.193 g Fv = 2.03 g
From seismic calculation output:
Seismic Desing Shear = .0.07 W
WIND DESIGN:
3 second wind gust speed = 90
Wind exposure = B
mph
WOOD SHEAR WALL
~~
Designer: Adam Hoopes
Date: 10119/2005
Project: Arto Business Park, Lnt 2&3
Summit Consulting Services, IINC
143 N 4080 E
Rigby, ID 83442
SEISMIC CALCULATIONS
ROOF SNOW = 35
ROOF DEAD = 15
FLOOR DEAD = 15
f10USE
ROOF AREA = 81.6*42 = 3427.2 FT^2
F = ((0.2"35)+15)*(3427.2)''(0.07) = 5280 LBS.
f"~`l ~ ~~
~~ ~
~~~~~ Wv
2~~
Designer: Adam Hoopes
Date: 10/19/2005
Project: Arta Business Park, Lot 2&3
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
WIND .CALCULATIONS
3 second wind gust speed = 90 mph
Wind exposure = B
Wind End Zone Calculations
Longitudinal dimension = 81.5
Transverse Dimension = " 42
Eave Height = 10'
Edge Strips
10% of least horizontal dimesion or 40% of eave height, whichever is less,
but not less than 4% of least horizontal dimension or 3 feet.
End Zone = 2 "Edge Strips
Longitudinal
Edge Strip =
4
End Zone = S feet
Transverse
Edge Strip = 4
End Zone = i3 feet
FROM 2003 IBC WIND LOAD TABLE 1609.6.2.1(1)
HORIZONTAL PRESSURES ROOF PITCH = -7 :12
ZONE
A = 14,40
B = 9.90'
C = 11.50 NOTE: USE 10 PSF MINIMUM
D = 17,90
7
~.
Designer: Adam Hoopes
Date: 10/19/2005
Project: Arto Business Park, Lot 2&3
FRONT ELEVATION
ZONE A = 4.5
ZONE A = g
ZONE C = 4.5
ZONE D = 14
ZONE B = 12
ZONE A = 4.5
AREA'S (FT^S)
Summit Consulting Serviices, INC
143 N 4080 E
Rigby, ID 83442
'' 8 '` 14.4 PSF = 518.4
'' 12 "` 14.4 PSF = 1555.2
54 ` 11.5 PSF = 2794.5
54 '" 10 PSF = 7560
9 '' 10 PSF = 1080
8 " 14.4 PSF = 518.4
TOTAL = 14030 LBS
SIDE ELE~IATION
ZONE A
ZONE B
ZONE C
ZONE D
ZONE A
ZONE A
4.5 '` 8 '` 14.4 PSF = 518.4
3 '" 9.5 "` 10 PSF = 285
4.5 '' 26 '` 11.5 PSF = 1345.5
12 26 * 10 PSF = ' 3120
12 9.5 '' 14.4 PSF = 1641.6
4.5 8 "14.4 PSF = 518.4
TOTAL = 7430 LBS
~~ S
MCE Ground Motion -Conterminous 48 States
Zip Code - 83440 Central Latitude = 43.763462
Central Longitude = -111.609017
Period MCE Sa
(sec) (%g)
0.2 060.6 MCE Value of Ss, Site Class B
1.0 019.3 MCE Value of S1, Site Class B
Spectral Parameter s for Site Class D
0.2 079.4 Sa = FaSs, Fa = 1.31
1.0 039.2 Sa = FvS 1, Fv = 2.03
Z~~
Designer: Adam Hoopes
Date; 1 011 912 0 0 5
Project: Arto Business Park, Lot 2&3
SEISMIC DESIGN:
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
Type of Occupancy: (Table 1604.5 and Section 1616) Residential
Building Category or Seismic Use Group: (table 1soa.5 and 1s1sz) Building Category = I
Seismic Importance Factor: (Table 1604.5) I - 1
00
SOII Site Class: (1615.1.1) Site Class = .
D
Response Modification Coeff. R: (Table 1617.6.2) R = 6.5
Equivalent Lateral Force Procedure for 2003 IBC:
Approximate Fundamental Period, Ta:
h„ =Height (feet) above base to highest level of building. h~ _, 25
C, =Building Period Coefficient (ASCE 7-02, 9.5.5) C~ = 0.02
Calculate Approximate Fundamental Period, Ta: CT"h„" Ta = 0.224
Maximum Considered Earthquake Response Accelerations:
Short Periods, Ss: (CD rom) S - O.G06 g
1 Second Period, S1: (cD rom) S1 = 0.193 g
Earthquake Response Accelerations Adjusted for Site Class Effects:
Site Coefficients:
Fa: (Table 1615.1.2(1) or CD rom) Fa = 1.310 g
Fv: (Table 1615.1.2(2) or CD rom) F - 2.030 g
SMS~ = Fars (2000 IBC Eq. 16-16 , 2003 IBC Eq. 16-38, or CD rom) SMS ~= 0.794 g
SMi~ FvS1 (2000 IBC Eq. 16-17, 2003 IBC Eq. 16-39, or CD rom) SMi == 0.392 g
Design Spectral Response Acceleration Parameters: (1615.1.3)
Sos 2/3Sms = (2000 IBC Eq. 16-18, 2003 IBC Eq. 16-40) Sos == 0.529 g
Spi 2/3$m1 ° (2000 IBC Eq. 16-19, 2003 IBC Eq. 16-4) Soi == 0.261
9
Nature Seismic Table 1616.3.1 Table 1616.3. 2) Largest SDC from SDC* to
of
Occupancy Use
Group
Sos
SDC*
SD1
SDC* Tables 1616.3.(1)&(2) Use for
Design
Residential I 0.529 D*"' 0.261 D** D** D**
* SDC is the "Seismic Design Category"
51 = 0.193
** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake
spectral response acceleration at 1-second periodm S1, equal to or greater than 0.75g, shall b(e assigned
to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be
assigned to Seismic Design Category F.
2~ ~ O
Y
Designer: Adam Hoopes
Date: 1 011 912 0 0 5
Project: Arto Business Park, Lot 2&3
General Procedure Response Spectrum:
To=.2Sd1/Sds=
Ts=Sd1/Sds=
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
(1615.1.4)
To =+
Tc =
0,099 g
0.494 g
0.8 0.326
1.0 0.261
1.2 0.218
1.4 0.187
1.6 0.163
1.8 0.145
2.0 0.131
0.350 -~__._._ __
~ ~
~ ~fi
0.300
O
a oz 0.250
~ a 200 I
0
t
Y .
J 0.150
V v 0.100
~ Q 050 .';
0
.
0.000 -
0.8 1.0 1.2
1.4 1.6 1.8 2.0
PERIOD T
Seismic Response Coefficient, Cs: (1617.4.1.1)
Since Seismic Design Category is D** and S1 is less than 0.6 thus Cs min = 0.044Sds(le)
Cs shall not be less than: C = 0.044Sds(le) = 0.023 } (Eq. 16-37)
Cs calculated Cs =Sds/(R/le) = 0.081 } (Eq. 16-35)
Cs need not exceed: Cs = Sd1/((R/le)*T) = 0.180 } (Eq. 1636)
Cs used for design of Seismic base shear = 0.0£31
Seismic Base Shear: V = Cs*W (Eq. 1s-34)
See Section 1617 for the Em to use in the load combinations of Section 1605.4.
QE =The effect of horizontal seismic forces =Seismic base shear (V} = Cs*W
Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive',
seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by:
E = p*QE + 0.2*SDS*D (Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 16-6, 12, and 18 shall be defined by:
E = p*QE - 0.2*Sps*D (Eq. 16-29)
~ • ~"~
Designer: Adam Hoopes
Date: 10/19/2005
Project: Arto Business Park, Lot 2&3
Summit Consulting Services, 11~
143 N 4080 E
Rigby, ID 83442
Simplified Analysis ger 200 IBC Section 1616 6 1
Simplified analysis in accordance with Section 1617.5 shall be permitted to be used for any
stucture in Seismic Use Group I, subject to the following limitations.
Requirements for simplified analysis:
1) Seismic Use Group I
2) Buildings of light frame construction not exceeding three stories in height, exluding basements.
3) Buildings of any construction other than light-framed construction, not exceeding two stories
in height, excluding basements, with flexible diaphragms at every level as defined
in Section 1602.
Section 1617.5.1
Seismic Base Shear: V = 1.2*Sos *W
R
R =The response modification factor from Table 1617.6.2 = 6.5
V = 1.2*Sos *W = 1.2*( 0.53) * W = 0.10 * W
R 6.5
V=QE
IBC 1617.1 Seismic Load Effect E
For structures designed using the simplified analysis procedure in Section 1617.5, the seismic
load effects, E and Em, shall be determined from Section 1617.1.1
IBC 1617.1.1 Seismic Load Effect, E
Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use
in Equations 16-5, 16-10, and 16-17, shall be defiened by equation 16-50:
E -pQE + 0.2*Sps*D Equation 16-50
QE =effect of horizontal seismic forces =Simplified Base Shear (V)
p =redundancy coefficient obtained in accordancy with Section 1617.2
D =effect of dead load
Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for uses
in Equations 16-6, 16-12, and 16-18 shall be defined by equation 16-51.
E =pQE - 0.2*Sps*D Equation 16-51
p from shear wall and frame analysis (use the largest p for each direction)
pmin=1.0; rmax=l.5
/~2--
p front I back ' 1.00
p sides 1 .0~
Seismic load effect E for use in the load combinations is:
Front /Back Direction•
From Equation 16-50
= pQE + 0.2 Sps D = (1.00) * QE + 0.2 * (0.53) '' D = 1.00 *Qe + 0.11 "D
When D and QE are in the same direction.
PQE - 0.2 SDS D = (1.00) * QE - 0.2 * (0.53) " D = 1.00 "QE - 0.11 *D
When D and QE are in opposite directions.
From Seismic Load Combinations:
Equation 16-10
D+O.T`E+L = D+0.7(1.00`QE +0.11*D)+0= 1.074 *D+ 0.7 '"'Qe
When D and QE are in the same direction.
D+0.7E+L = D+0.7(1.00"QE -0.11*D)+0= 0.926 *D+ 0.7 '''Qe
When D and QE are in opposite directions. ~-
Equation 16-12
0.6'`D + 0.7"E = 0.6*D + 0.7 (1.00*QE + 0.11"D) = 0.674 ` D + 0.7 *'QE
When D and QE are in the same direction.
0.6"D + 0.7"E = 0.6*D + 0.7 (1.00*QE - 0.11*D) = 0.526 * D + 0.7 *'QE
When D and QE are in opposite direction.
For Front /Back Direction•
For design shear capacity, dead and live load are not involved, all load combinations reduce ta:
0.70 QE
Holdown tension capacity the governing load combination is (comparing opposite direction egt.iations)
0.53 *D + 0.70'QE
Wall boundary element compression capacity (comparing same direction equations)
1.074 *D + 0.70"QE
Sides:
From Equation 16-50
E =pQE + 0.2"Sos*D = (1.00) " QE + 0.2 ~ (0.53) * D = 1.00 *Qe + 0.11 *D
When D and QE are in the same direction.
E =pQE - 0.2'`Sos'`D = (1.00) '` QE - 0.2 " (0.53) '` D = 1.00 "Qe - 0.11 ''D
2~~`a
When D and QE are in opposite directions.
From Seismic Load Combinations:
Equation 16-10
D+0.7*E+L = D+0.7(1.00"QE +0.11*D)+0= 1.074 *D+ 0.7 ~.QE
When D and QE are in the same direction. ~-
D+p.7E+L = D+0.7(1.00'QE -0.11"D)+0= 0.926 *D+ 0.7 *'Qe
When D and QE are in opposite directions.
Equation 16-12
0.6*D + 0.7'`E = 0.6*D + 0.7 (1.00''QE + 0.11 "D) = 0.674 " D + 0.7 *' Qe
When D and QE are in the same direction.
0.6''D + 0.7*E = 0.6`D + 0.7 (1.00*QE - 0.11 *D) = 0.526 " D + 0.7 "' Qe
When D and QE are in opposite direction.
Sides:
For design shear capacity, dead and live load are not involved, all load combinations reduce tcr:
0.70 QE
Holdown tension capacity the governing load combination is (comparing opposite direction eq~iations)
0.53 *D + 0.70'`QE
Wall boundary element compression capacity (comparing same direction equations)
1.074 '`D + 0.70*QE
SUMMARY OF SEISMIC nFSI~N FnRr~c
Design Shear
Ca acit Holdown Tension
Capacity Compression
Ca acit
Front /Back 0.070*W 0.53"D+0.070''W 1.074"D+0.070*W
Sides 0.070"W 0.53'`D+0.070"W 1.074*D+0.070''W
VV - VCtIV wau ~ Reuuoea nooT anow ~oaa (ror Koot snow Loads Over 30 PSF)
D =Dead Load
r ~ -"!
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SUMMIT CONSTULTING SERVICES INC.
143 N 4080E ~~°""' RIGBY, ID 83442 PHONE: 208.709.5549
JOB: ~Ftas t~ e.~ ~,,~.~ ~a"3'" '~,'~ ~ DATE: . ~ P ~a~ ,
DESIGNER:-- JOB NO.: C~5`lL],5'/
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PAGE NO.: 3` r
Job: A~tco Business Park, Lot 2&3
Date: Oct. 19, 2005
Job #: 05-1051
Summit Consulting Services, Inc
Designer: Adam Hoopes
Concrete Wall Reinforcement Design
Mu = 4425 ft-Ibs
d = 6 in
b = 12 in
fc = 2500 psi
fy = 60000 psi
Mn=Mu/0.9=
p = (1/m) * (1-sgrt(1-2*m"(Rn/fy)) _
4916.667
0.002354
136.5741
28.23529
As=p*b"d=
Rebar
Size Spacing
#4 14
#5 21
#6 31
0.169524 6n^2
~~
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F°AGE NO.: '~~
~. i ~ ARTCO BUSINESS PARK, LOT 2&3 October 19, 2005
Sketch
X
~, Q B
w
12 in
~
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_, , W
~ ~ a'~
t r
OD
•r,{
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- _ 0(9
N
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w
m
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#4@12 in
1 ft
Bottom Rebar Plan
Geometry, Materials and Criteria
Length :1 ft eX :0 in Gross Allow. Bearing :2000 psf Steel fy :60 ksi
Width :2.083 ft eZ : 0 in Concrete Weight :145 pcf MinimCam Steel :.0018
Thickness :8 in pX :8 in Concrete fc :2.5 ksi Maximum Steel :.0075
Height : 0 in pZ :12 in Design Code : ACI 318-02
Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 Phi fore 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 I 3.55 T -r ,,,.., ~
~; +P ,~+Vx ti.+Vz ~+Mx -~+Mz +Over
A D D C D C A D
Svil Bearin_a
Descri tion Cate ories and Factors Gross Allow sf Max Bearin sf Mix/Allowable Ratio
ASCE 2.4.1-1 1DL 2000 1868.93 A .934
ASCE 2.4.1-2 1DL+1 LL 2000 1868.93 A .934
ASCE 2.4.1-3a 1DL+1WL 2000 1868.93 A .934
ASCE 2.4.1-3b 1DL+.7EL 2000 1868.93 A .934
ASCE 2.4.1-3c 1DL+.75LL+.75WL 2000 1868.93 A .934
ASCE 2.4.1-3d 1DL+.75LL+.7EL 2000 1868.93 A _
.934
ASCE 2.4.1-4
ASCE 2.4.1-5 .6DL+1WL
.6DL+,7EL 2000
2000 1121.36 (A)
1121.36 A .561
.561
RISAFoot Version 2.0 [Untitied.rft] Page 1
Lam, ~ _
6
~~" ~ ARTCO BUSINESS PARK, LOT 2&3 October 19, 2005
Footing Flexure Design (Bottom Bars)
D P.SCrlntlnn r'.alcnnrioc ~nrl Gon+., AA.. vv /1_ u~ ~ r~:_ n _ 2. 7 .
ACI 9-1 1.4DL+1.7LL -
- -- - - •6.2125e-7 3.24837e-8 ~~~u .598n-~~ n v"(?32 ~~~
AC19-2 1.05DL+1.275LL+1.275WL 4.65938e-7 2.43627e-8 .449 .024
ACI9-3 .9DL+1.3WL 3.99375e-7 2.08824e-8 .385 .02
IBC 16-5 1.2DL+1 LL+1 EL 5.325e-7 2.78431 a-8 .51!3 .027
IBC 16-6 .9DL+1 EL 3.99375e-7 2.08824e-8 .38'5 .02
Foofin_g Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 10.623 k One Way (Z Dir. Cut) Vc: 5.1 k
Punching X Dir. Cut Z Dir. Cut
f)acrrintinn r`~to...,,-~o~ .,.,,~ ~..,,r,.... ~ ~..~~_~
ACI9-1
ACI9-2
ACI9-3
IBC 16-5
IBC 16-6 -- - -- - -
1.4DL+1.7LL
1.05DL+1.275LL+1.275WL
.9DL+1.3WL
1.2DL+1 LL+1 EL
.9DL+1 EL
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA vu r~
.002
.002
.002
.002
.002 vUl ~/l
0
0
0
0
0 . VU h
.845
.633
.543
.724
.543 VU/ V(
.221
.166
.142
.189
.142
Concrete Bearing Check (Vertical Loads Only)
Bearing Bc : 206.125 k
DP.SCfIf)tiCln ('.afannricc onrl G~nhn ro D..., ~:.,., o.. n,~ n__ :__ n..i Jr,_
ACI 9-1 1.4DL+1.7LL 4.97 .037
ACI 9-2 1.05DL+1.275LL+1.275WL 3.728 .028
ACI 9-3 .9DL+1.3WL 3.195 .024
IBC 16-5 1.2DL+1 LL+1 EL 4.26 .032
IBC 16-6 .9DL+1 EL 3.195 .024
RISAFoot Version 2.0 [Untitled.rft] Page 2
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STOCK COIfPONEtiTS
1F75 PEDERSO:` S'IRF.ET
' ID:~HO FAILS. ID 83405
j 1'hone~ 528-?.309 fax: 429-1.320
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Model:
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Name.
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Job ~iUIY1JiT: -
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1F'75 PEDERSO\ S'1-REP:T ~~~~ FALLS
IDAHO FALLS, ID 83405 j
Phone: SZ3-2309 Fna: 525-2320 j ATT` ; VOVDEL'
Ptojccl. Bloc}: to•.
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Date 03-24-2005 - 2'7.0:26 ?T~4
Pto?eet D: Q4! i P
Account:~o: 3?460iB70
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16''i~ PEDERSOV STREET LS
lD~HO F~L ob :~umbr,:
IDAHO FALLS, ID 83405 ~ .
3
Phone: 528-2?09 Fax: 5?,8-2320 AT-I'ii' ; VOi~DEti page
Datc; 05-7.9-?.005 - 2:20:27 Ph4
Pre,ec«; Block ~s project ID: Q477$ -
Model: Letl~e:
Account \c:
331601870
Of,ue:
Cor~,aet: Site' ~ Deaver To:
Desi~e•:
mrn
I', \ame: VrR'~'t~iL:R 5alesper5on: RobinPaRngill
~ Phere: j OFF:CF Bt".iDi~G /ROOF Quc:t Num`uc-'.
T~tativc Deliven~ Dave: ~
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BID C300D FOR 30 DAYS
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STOCK (lUA1PUNEI~TS
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1675 PEbERSOti STREET
IDAHO FALLS, ID 53405 ID~:Q Ft1LLS 'ob v~mFcT:
Phone: 528.,2309 Fay: SZS-2320 i ATI1ti ; VO'.vDELL ~'i Psgc: 1
2 AF
Project:
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Block ~o
Lot \'o:
Doti: os-z9•acns - 2,10.7 P. .
Yrq;ect ID: Q4777
Cortact: Situ Oaice; Deliz~cr To:
Account No: 3 34601 5 7 0
Dts~Pricr: mtm
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Phone: ~
1 VP.R*I ~4U1R
OFFICE BUILDING /FLOOR l Salesperson: Robin Pcthn~!1
Quole tVumber
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Profile:
Qty: Truss Id: ~ Span:
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Truss Type:
Slope: I LOH ~, ROH
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c;7-3-g I
1 Fi X 27-3-8 ' FLOOR i-6-a o-o-o ' o-o-n
~ s. eacL
I'1 1
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~ 24
~'i F2 z7-3-8
~ FIAOR ~ 1-G-0 0-0-0 ~ 0-0.0
171 lbs. cnrh
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1 i F3 11 2'1-3-8 FIAOR l t-G-O! o-o•o 1 0-0-0
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177 lbs~each ~
4 F4 23-3-8 FLOOR 1.6-0 0.0-0 0.0.0
lug lbs. encl~
I c8-3-B
1 FS ~8-3-8 FtoOR ~ i-e•o ,o-o-a ~o-0-a ,
® I 4~lbs.each
1 ~
30 I
F6
8-3-8
FLOOR
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;0-0.0
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L~ 45 lbs. each
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f c:9-3-9
2 F7 Z9-3-3 ;Z,ooR i-6-0 o-o-o o-o-o
19b lbs each
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27 FS 29-3-8 (FLOOR I i-6.0 0.0.0 ~o-o-o
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198 ]b~, each I i
Selling Price:
BID GOOD FOit 30 DAYS
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