HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 05-00380 - Rexburg Surgical CenterZ T
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ok~eXB~x~.Q ~ i ~ Y o ~ Certificate of Occupancy
> ~~jJjZ~ City of Rexburg
v`~ 95
`~ ~, Department of Community Development
Americai Fami! Communi
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359-3020 /Fax (208) 359-3022
Building Permit No: 05 00380
Applicable Edition of Code: International Building Code 2003
Site Address: ~ 381E 4th N
Use and Occupancy: Surgical Center
Type of Construction: Type V, 1 Hour
Design Occupant Load: 113
Sprinkler System Required: Yes
Name and Address of Owner: Q M H Ventures Llc
11.40 Barney Dairy Road
Re~urg, ID 83440
Contractor: J.R.W. Assoc. % Johnny Watson
Special Conditions: Approved for Full Occupancy.
Occupancy: Institutional, nursing homes for ambulatory patients, children's home
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 vuth the requirements of the code
for the group and division of occupancy and the use for v~hich the proposed occupancy vies
classified.
Date C.O. Issued: August 15, 200 :56AM)
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 Departmen . ire
State of Idaho Electrical De
•
tio~Rexsok~r9 __ CITY oP Certificate of Occupancy
°.~ ~~~G City of Rexburg
''11 `~' Department of Community Development
Americai Pamily Cammurrity
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:
05 00380
International Building Code 2003
381E 4th N
Surgical Center
Type V, 1 Hour
113
Yes
Name and Address of Owner: B M H Ventures Llc
1140 Barney Dairy Road
Rexburg, ID 83440
Contractor: J.R.W. Assoc. % Johnny Watson
Special Conditions: Temporary-South End Only
Occupancy: Institutional, nursing homes for ambulatory patients, children's home
This Certificate, issued pursuant to the requirements of Section 909 of the lnternationa/ 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 wes found to be in compliance with the requirements ofthe code
for the group and division of occupancy and the use for which the proposed occupancy wes
classified.
Date C.O. Issued: June 26, 2006 :51AM)
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 Departments ` ~ cam" .ire De~rne ~ ~
/I /l t
State of Idaho Electrical Department
CITY OF REXB UR r'
BUILDING PERMIT APl 05 oo3so mire Application!
19 E MAIN, REXBURG, 11 in NA for non applicable
208-359-3020 X322 Surgical Center
PARCEL NUMBER: _ .you)
SUBDIVISION: ~I1lb.~..CE2 A.~n~ r~a..j UNIT# BLOCK# ~ LOT#
(Addressing is based on the information -must be accurate)
OWNER NAME: ~(_ (~,iJ ~ t~77caL~~T~ES CONTACT PHONE # ~ 5~ Z ~O°1
PROPERTY ADDRES S~7~i~- ~~ CL~ - ~,,=. LI;~ !~ ~ I ~, ~` ,~:~. w ;`~~,,~j ~) 2 ~6 ~ 6 ~c~
PHONE #: Home (~g1 ~ °( 230 Work ( ) 2 Cell ( ) 37~ Z(oG~
OWNER MAILING ADDRESS: I (~ Z a/tJ JIZCITY: ~ STATE:~ZIP: ~ yy0
EMAIL ~\6.~b.TSc~V G FAX 3~J°J ZZ~/
APPLICANT: (If other than owner) ~ivt t ~~~~~,,~.
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORMATION: ADDRESS CITY:
STATE; ZIP EMAIL FAX_
PHONE #: Home ( ) Work ( ) Cell ( )
CONTRACTOR:
MAILING ADDRESS:
CITY STATE ZIP,
PHONE: Home# Work# Cell#
EMAIL FAX
How many buildings are located on this property? ~ i (~ ! " I
Did ou recentl urchase this ro ert ~ / Yes If es Ive owner's name
y yp P p Y• ~ ( Y g~ ) ~.
_. ~
Is this a lot split? NO YES (Please bring copy of new legal description of property) ~
PROPOSED USE: ~ b ~~~~ C 1,41^ By ____
(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 swear that any information which may hereafter be given by me in hearings before the
Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws
relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes.
NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or
misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work
stops for 1$B dayS~~
/ /~~/~~
DATE
Do you lx~fe~-te-lfe 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 Rexburg's Acceptance of the plan review fee does not constitute plan approval
3
FROM :COMMERCIAL METAL WORKS I~ FAX N0. :2083572349 •Mar. 16 2006 11:50AM P2
Mar. 14. 2006 4;43PM No, 1754 P. 4
I {-wMrlrM~.11'V:..~. ~P ......i.~ti..W'.n~1'MrwrO'~wo/'i..y~i .v~~r.-a.-~•.~.Mw.'Y>Mr1"ww..y i~nii~v.~~r~~~..M.~~i4/e~wY,N-.-i.._/-......-..-.~h.~~y~-ii/~~~,w~Y.ry~t.'.i.~i:.:.-~x..aWl~awwe'•~Y.~rii.fi ~...~~uiir Wi'11~M0~~.~..
CITY OF RF.~Y~ URG PERMrr # ~ ~ ~C~
BUILDING PERMIT,APPLIC.ATtON Please compxete the entire Application!
19 E MAIN, REX9URCi, ID. 53440 If the guestlon dose not sltpply Bll is NA for non applicable
208-339-3020 X322
PARCEL NUMBER: (We will provide this for you)
SUBDIVISION: CJNIT# BLUCK# LOT#
(Adtlresaing is bred on the information - must bo diccurt3te)
~~~~~ CONTACT PHONE #
PROPERTY ADDRESS; 3 S I y rF+ Nt5 l2T N ~ lair xt3~ ~G , ~ pe~b £~ 3 yy0
PHONfi ~: Home ( ) Wozk ( ) Cell ( )
OWI~fER IVIAiLIN(3 ADDRESS: CITY: STATE: ZIP:
EMAIL PAX
,~,PPl1CANT: (If other than owner.) Cr'r't M F ~c~~ l 1"i >lr~L ~,~ o IZ~S ~ ~r* c
(Applicant if other then owner, a statement apthorizing applicant to act as agem for. owner. must nccompagy this a~pplit
APPLICANT INFORIVIATIO~i; .ADDRESS 1703 ~~ I"'~ CITY; 5 HC=~-L~'i _
STATE; .~ ~~~-~ zIP ~~ ~/ EMAIL FAX .~a ~ ~ 3.~7 ~~3 ti 9
PHONE #: Home ( ) Work 3S~7-d 34~ Cell ( )
CON~(7~ACTOR;
~ I~IfiTP ~ W a ~~ 5
MAILING ADDRESS: ~ 4 l~o yc I`'~ CITY SN~~- ~' STATE ~D ZIP r~'3a~ y
PHONE: Homo# „_ Worlc#,I°-3S~ ~3~i'~ell#
EMAIL FAX 3S'7 ~-a34 i ~-U,~i
How many buildings are located oc] this property? ~
Did you recently purchaisa this propetty~ Yes (If yes ilivv owoer's Warne) ,~
Is this a lot epli~/ YE5 (Please bring copy of new legal description of property)
PROPOSED USE: _~~~ I''t P'l ~, i~ ~ ,/~~
(i.®, Sing!® Family Residence, Multi Family, Apargnents, :Remodel, darege, Commercial, Addldon> Etc,)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under pcnalry of perjury, l horeby certify that l have
toad thlo appliardon and alAta tbat the en~atien AarMn is correct and ] 1WiAr that any ir-formation which may hereaRor ba ghron by me in hearings Dalbta the Planain~
and Zonins Cttmtnls~lon w the City CoUaa11 !br' dtc City of Rexburg shall be wthful and oorrect 1 agrco to oomply with all City ragalatiw-r and State laws rolMing to fho
aubjcat rotator of tble tlp>rllastlon sad hereby authorized ropraventalivos o[the City to entor upom tho abovo-uranfionOd property the butipoeNoob purpoase. NOTE: The
butlAhtg o®alal rosy ivvoka a perxnlt cw agpraval iAeuat ender the po'ovixiorlq aP tAe 2000 international Code in en9es of onr fu1sC stetentent or misrepresontmion o[lhCt in
the application or A pleas an whleA du permit ar a val Dosed. Permit void !f not started within 1 BO Rays. Petrrtit void if Wc-ik stops for 1 BO dtiys,
Ctm> >rra n~' wr/ 7mlirant ~A~
Do you prefex tv b4 contacted by fox, email ox phone? Circle One
w.~xximvc -~~ uvnnrivc Pl~lrr IKV:sT s~ poEt~n ox colvlR~vc~ozv srrsl , . .
lr'lan fear Ara non-refuotblble and are paid is flrll at the time t-f spplkatlon beginning , I. ?Ot~9L
City of aea0urg'a Atxepfancs~ ottha plan ravlow fee does not cctta'tltute plan apgroval
~ Nv~ ~-~19
1.
FROM :COMMERCIAL METAL WORKS I~ FAX N0. :2083572349 .Mar. 16 2006 11:51AM P3
Ma r, 14. 2006 4 ; 45 PM Na, 1154 P, 6
' Ples~e complete the entire ~#,pplicetion ~ Zf the ga~tlon does not apply Ql] la NA #'ar aoa
' aApl9c~ble,
NAME _ ~ t~X 13~i~ S v~~ t G~-L_~-~~ E~
PROPERTY ADDRESS ~ ~ / Srr~NoK'T 1~ ~ ~~3u r~~ , ~'~ Pelmil#f
SiJBDIVISION
l~equiredd 1 !
MEC.~'~AIVICAL
t! ,pMr'-F~IZci~ ~
Mechanical Contractor's Name: 1''~ EiA` t.~ a ~~5, ~-v c Business Name;
Address ~, b . ~ x ~ City SH Ec.~. `~ _State ~I~W~6 Zip u°3~7 5/
Contact Phone: ( ) Business Phone: ~ G 4) .35 7 -~ ~ X17
Email Fax a 6 ° ~- 3S'~ - a.3~ ~}
Mechanical Estimate ~ 1 ~73~,So~ (Commercial/Multl Fam~,i- Only)
FIKTURE5' & APl"ZI.9NCE5' CDUNT (Single Famfly Dwelling Only)
Air Conditioner Space Heater
Bath Fan Vents
Range Hood Vents
Boiler
Cook Stove V®nts
~, Decorativo C~ae Fireplaces
Dryer Vents
Evaporative Cooler
Exhaust ox vent duat~
Fuel (gas) piping fixtures or appliance outlets
Furnace
Fu~aace/Air Conditioner Combo
Heat Pump
Incinerator
Pool Heater
Uzut Heater
Heat (Circle all that apply Qua Oil Coal Fireplace Electric
Mechanical Siaiag Calculations must be submitted with Plans & Application
Pont of Delivery >unu~t bra shown ou plans,,.
Sig~aatuxe bf L.icenaed CotatractOr License number l~,xe
I2equiredi ,
The City of Rwcbar,~ s p®rmtt fee schedule is the sarree as required ~by the State a. f Idaha
...... - - - - ~ ---.r.rn.a-- -- ----... __. ~ . rs ~_.. ._.... _.
5
ROM :COMMERCIAL METAL WORKS
I
Mar. 16 2006 11:50AM P1
C®MMI?ItCIAL METAL W®RKS, INC..
kleating, Air Condition..#ng, Sheel' I~4.etal
I'.~. I$ox 1~ - 612 N. State Street'
Shelle ,Idaho A3274.0912
,____ .~,_,,. ~_._,..___,_..,,..,.._. .~....-.____ Telephone (2013) 357.2347
I1ax (20S) 357-2349
F1-~.X TRANSMISSION
NOTE:
]ANEI,T, PLLASP. [..L'I' US KNOW .HOW M.I,JCII FOR.'CIIE PERMIT ANn WE WILL, DROP OFF
A CIIF,CK.
"I'IIANK YOU, CiENR HOLMFS
h'rpm: CpmmcniaU Metal Works, loc.
Please call (20R) 357-2347 if you do not rcccive A.11 pales,
Please complete the ent~ Application! Ir the question does not apply fill in NA for non
applicable
NAME ~,,~ ~ vV ~ ~l7 5 l l A, ?
PROPERTY ADDRESS Permit#
SUBDIVISION ~) a=L 1'S. E 2 ~4n ~ , y-~ ~ •...~
Required!!!
MECHANICAL
Mechanical Contractor's Name: Business Name:
Address City State Zip.
Contact Phone:
Email F
ss Phone: ( )
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 oU
Furnace
Furnace/Air Conditioner Combo
Heat Pump
Incinerator
Pool Heater
r7/L,~ tl • ~ ~ ~
,~ ~
~~
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
's permit fee schedule is the same as
Space Heater
Unit Heater
Date
by the State of Idaho
5
~ •
SUBCONTRACTOR LIST
Excavation & Earthwork:
Concrete:
Masonry:
Roofing:
Insulation:
Drywall:
Painting:
Floor (n~((.,L (?~~.--
Coverings:
~~ v~ n~~
Plumbing:
%z' ~ ~~7~/`/b
Heating: ~ 1
~~ib G ~ ~ ~ ~!
13~,/ (-~ MAO
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trusses:
Floor/Ceiling Joists:
Siding/Exterior Trim:
Other:
7
**Building Permit Fees are ~t time of application** **Building Permits are v~ you check does not clear**
Please complete the entire Application!
If~h~question does not apply fill in NA for non applicable
NAME W ~{{ ~~j~D C i /-~'7Z~5
PROPERTY ADDRESS Permit#
SUBDIVISION WALIS„~~ n i`7-ipti
Dwelling Units: N ~ • Parcel Acres: 2 • ~ O
SETBACKS ~
FRONT 2b SIDE ~ SIDE d BACK
Remodeling Your Building/Home (need Estimate) $ N ~ ~ ~~J , Est' ~E
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area l ~ ~ ?j00 5~~'~ Unfinished Basement area ~~A
Second floor/loft area iU/A Finished basement area N fe,
Third floor/loft area /UlA Garage area. N~.~~
Shed or Barn iV ~~k Carport/Deck (30" above grade)Area ~~~,~
Water Meter Quantity:
**************** Water Meter Size:
Required!!!
PLUMBING
Plumbing Contractor's Name: Business Name:
City State Zip
Contact Phone: ( ) Business Phone: ( )
Email Fax
FIXTURE COUNT (including roughed fixtures)
Clothes Washing Machine Sprinklers ~ ~ t-` ~JE
Dishwasher
Floor Drain
Garbage Disposal
Hot Tub/Spa
Sinks
(Lavatories, kitchens, bar, mop)
Plumbing Estimate $
(Commercial Only)
Tub/Showers 7~vi ~~
Toilet/Urinal ~~~~ ~ l ~~
Water Heater ~~ L~h 5 ~5
Water Softener ~~~~ ~~~'~
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
4
Val Christensen
Rexburg Building Department
12 North Center
Rexburg, Idaho $3440
RE: Rexburg Surgery Center
Dear Val,
I am providing: our response to the additional items we discussed regarding the Rexburg Surgery
Center.
SITE REVIEW
Item #1 The canopy has beenshortened to maintain the required fire access area.
Item #2 We have three (3) fire hydrants within the required distances. John Millar will not
allow us to dig up the new street to tap into the water service for an additional
hydrant.
Item #3 Generator submittals will be provided to Brad.
BUILDING DEPARTMENT. REVIEW
Item # 1 Special connections will be provided on washers and dryers.
Item #2 T2M will provide required special inspection. Bret should have forwarded you a
Letter of Intent.
Item #3 Flood Elevation Certification will be provided.
Item #4 See attached drawing for Men's and Women's Toilet Facilities.
Item #5 See attached manufacturer's information for Class B Rating.
Item #6 Generator enclosure: is open- air. The enclosure. is just a visual screen wall.
fohnny R/Watson
1152 Bond Avenue Dua~ifications Certified sy: REXBURG, IDAHO
(208) 359-2309 N.C.A.R.B. Fax. 35.9 - 2271
NATIONAL COUNCIL OF ARCHITECTURAL REGISTRATION BOARDS
ARCHITECTURAL - ENG'FINEERINGi - CONSTRUCTION MANAC~iEMENT
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ses UL 997 110 M Test
CSA A123.5-M90 and CSA A123.5-98
ASTM D3018 Type 1
ASTM D3161 Type 1
ASTM D3462*
Dade County Approved
Meets Wisconsin Administrative Code
Conforms to the requirements of the Natl.
& Intl. Bldg. Codes
Approx. 48 Pcs/Sq.
3 Bundles/Sq.
Approx. 288 Nails/Square
7 1/2" Exposure
For Distinctive Ridge Cap Shingles,
use matching TIMBERTEX® Ridge Cap Shingles
*This product is manufactured to meet or exceed ASTM D3462; values from
subsequent testing may vary depending on storage conditions
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17 "x40"
**Tested under controlled laboratory conditions
Slateline® shingles are available
nationwide
,• ~ AC-I-ION MIECIiANI~COWLP.WY, t~V(-
608 N. STATE STFEET P. U. EiUX v
SE[E[,LEY• LDAHO 83z7n
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F:aX (209) 357-389G
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PROJECT:
REXBURG SURGERY CENTER
REXBURG, !D
PROJECT #:
05329
CLIENT:
JRW & ASSOCIATES
DATE:
August 29, 2005
SMEETINDEX
•
Basis for Design ............................................. 1
Drifting Loads ............................................. 2-3
Gravity Design ............................................. 4-19
lateral Design ............................................. 20.31
Foundation Design ............................................. 32-33
S T R U C T U R A L
~ ~ 4943 NORTH 29TH EAST, STE A
Z ~ IDAHO FALLS, IDAHO 83401
a C" Phone: (208) 552-9874
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REXBURG SURGERY CENTER I 08/2912005 I BB I 05329 I COVER
REXBURG, IDAHO
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BASIS FOR DESiDN
DESIGN CODE: 2OO3IBC
DES113N CRITERIA:
wind speed 90 MPH Exp.C
seismic category D
allowable soil bearing pressure 1500 psf
DESIGN LOADS:
ROOF:
roof membrane 5.0
wood joist 3.5
5/8" plywood or OSB 2.1
10" batt insulation (R-30) 3.0
5J8" gypboard (wood suspension) 4.4
mech.Jelec./misc. 7.0
D.L = 25.0 psf
L.L = 35 psf
EXTERIOR WALLS:
bride 40.0
1/2" plywood or OSB 1.7
2x wood studs at 1B" o.c. 1.2
1~" 9YPboard 2.2
6" batt insulation (R-25) 1.8
mech./elec./misc. 1.1
48A psf
MATERIAL8:
structural lumber Douglas, Fir #2
connections Simpson
reinforcing steel Grade 60
concrete 3000 psi
Proje~~~: Project #:~ Initials: Date: Sheet:
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DRIFT LOADS ON LOWER ROOFS. DECKS AND ROOF. PROJECTIONS (ASCE 7-981:
Difference in ht between upper /lower roof: hr := 3•ft
Horiz. dist. of upper roof normal to drift: 50•ft (50 ft min, 500 ft max)
~_
Basic ground snow load: Pg := 50•psf
Snow exposure coefficient: Ce:= 0.7
Importance factor: I = 1.2
Drifting Calculations:
Roof snow load: Pf •= Ce•I•P Pf - 42 sf
Snow density (35 psf max):
D:= if(D<_35•pcf,D,35•pcf)
Height of balance snow load:
Check if drift load is required:
Height of drift surcharge:
Maximum intensity of snow w/drift:
Max intensity; Pm:
Effective width of snow drift:
Check width:
Check width:
Use.width:
_.._ _ _ - -- ~ e ..--- -- _ ---_ - -- ~
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DRIFTING AT LOW RO O FS AN D DECKS
g _ p
O.I3
D := ft -Pg + 14•pcf D = 20.5 pcf
D = 20.5 pcf
hb :_ ~ hb = 2.049ft
D
hr-hb
= 0.464 If < 0.2 neglect drifting
hb
._ Wb P __ Pg
ft r ""~'" psf
hd := C-43•L~0.33 (Pg + 10)0.2511 - 1.5
,~d := hd• 1 •Lft hd = 2.852ft
(< Pml = D•hr
Pm = 100.461 psf
Pm 1 = 61.5 psf )
Pm := if(Pm <Pm1,Pm,Pm1)
Wdl := 4•hd
Pm = 61.5 psf
Wd l = 11.407 ft
Wd2 := 4•(hr - hb) Wd2 = 3.805 ft
Wd := if(Wdl < Wd2, Wdl, Wd2) Wd = 3.805 ft
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DRIFTING AT RO O F PRO JECTIO N S
Project Name: Project #: Initials: Date: Sheet:
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DRIFT LOADS ON LOWER ROOFS DECKS AND ROOF PROJECTIONS (ASCE 7-98):
Difference in ht between upper /lower roof:
Horiz. dirt. of upper roof normal to drift: hr\:= 6•ft
V~Vb~:= 50-ft (50 ft min, 500 ft max)
Basic ground snow load: Pg = 50•psf
Snow exposure coefficient: Ce := 0.7
Importance factor: I:= 1.2
Driftino Calculations:
Roof snow load: Pf := Ce•I•Pg Pf = 42 psf
Snow density (35 psf max):
D = if(D <_ 35•pcf,D,35•pcf)
Height of balance snow load:
Check if drift load is required:
Height of drift surcharge:
Maximum intensity of snow w/drift:
Max intensity; Pm:
Effective width of snow drift:
Check width:
Check width:
Use width:
0.13
D := 8 •Pg + 14-pcf D = 20.5 pcf
D = 20.5 pcf
hb = Pf hb = 2.049ft
D
hr - hb = 1.929 If < 0.2 neglect drifting
hb
_ Wb _ Pg
isrow, ft nv~tn psf
hd :_ ~.43•~ Wb0.33 (Pg + 10)0.2511 _ 1.5
hd := hd• 1 •ft JJ hd = 2.852ft
~:= if(Pm <Pm1,Pm,Pm1)
Pm = 100.461 psf
Pml = 123 psf )
Pm = 100.461 psf'
Wdl := 4-hd
Wdl = 11.407 ft
Wd2 := 4•(hr - hb) Wd2 = 15.805 ft
Wd := if(Wdl < Wd2, Wdl, Wd2) Wd = 11.407 ft
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DRIFTING AT l0W ROOFS AND DECKS
Project Name: Project #: Initials: Date: Sheet:
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SIMPLE ROf,F FRAMING
ALLOWABLE STRESS DESIGN
Loads
.inrsr raa,aic: Nip Framing DL LL w
lumber grade (1 thru 6): 1
(OF Lerch No. 2 )
Span (ft): 9
Spacing (in): 24
e < u: 2ao
Co : 1.00
R (Ib): 558
M (Ib-ft): 1256
Loads (PSF) : 20 42 ~ za
Misc (PSF) : 0 0 0
w (uniform load): 124 plf
fv (psi) ~ d: 67 4 (in): 0.24
fb (psi): 1147 span/~: L / 450
HIP FRAMING USE Z X B @ Z4 O.G.
f DF LA1aCM NO. 8
Proje e: Project #: Initials: Date: ~ Sheet:
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Z _ / Z
W ~ VI
JOIST MARKS Roo{
Span (ft): 26.0
TL def. < U 240
LL def. < U 360
Spacing (in): 16
Bearing Type(tVw): H
Web Stiffner(y/n); Y
Selection No: 12
Cp: 1.00
DL las4 LL (ag0 wn (W9 N'u (PIS
roof 25 52 102.7 89
floor 0 0 D.0 0
waif D 0 0.0 --
misc 0 0 0.0 D
W UrxFORM Lpnp (pif): 102.7 69
DL LL
P vr. Sono (Ibs): 0 0 from left end: 0.0
433 433 DL
901 901 LL
1335 1335 TL
M (Ib-ft): 8875
Valow (Ib): 1740 4~(in): 0.59 an(in): 0.87
M,,,,w (ib-ft): 12925 span/eLL: 532 span/: 359
ROOF LJSBS 16~ TJI 560 (~16 IN OC
Projes~re: Project #: Initials: Date: Sheet:
Reaetlons (Ibs)
Left Right
t _ --- -- - _. .
Z
w
y
Z I . _ ,
Z
NFDOD BEAM
ALLOWABLE STRESS DESIGN
BM MARKi RBt LOeds R(~Ct10n5(Ibs)
Span (ft): 6.0 ~ DL (psf) LL (psf) ~L trib (ft) wn (pli) wLL (plf) Left Right
Lu (ft}: 2.0 roof 25 52 52 16 1232 832 1650 1650 DL
TL def. < U 240 roof/flr 0 60 60 0 D 0 3432 3432 LL
LL def. < U 380 floor 20 40 40 0 0 0 5082 508'1 TL
Co- 1.D0 wall/misc. 25 52 - 6 462 312
K 1.0 W UNIFOftMLWD (plf): 1694 1144 M (Ib-ft): 7623
LL Red. (YIN)?: N
DL LL Comments
P vr. iwD (Ibs): 0 0 from left end: 0.0 No. Of MlcROtAr~s: 2
C F G
3-118 x 10 1/2 (2)1 ~'/4x 9.250 (2)13/4 x 9.5
N (Psi) ~ d: 187 175 169
fb(ps): 1593 1833 1738
ATL (in): 0.09 0.11 0.10
AD (in): 0.03 0.04 0.03
speniA: 791 639 693
Beam Selection ( A - F ): G Re r uee: cat t -a/a x g.6
BM MARK: RB2
Span (ft): 6.0
Lu (ft): 2.0
TL def. < U 240
LL def. < U 360
Co: 1.00
K 1.0
LL Red. (Y/N)?: N
Loads
DL (psf) LL (psf)
~~ trib (ft) wn (pli)
(
roof 25 52 52 6 462
rooNflr 20 40 40 0 0
floor 20 40 40 0 0
wall/misc. 25 52 - 3 231
w utvtcortM ~wD (plf): 693
DL LL
wu (P1D
312
0
0
156
468
Comments
M (Ib-ft): 3119
P rr. Loan (Ibs): 0 0 from left end: 0.0 No. of MICROLAnts: 2
A B F G
(2) 2 x 10 (3) 2x 8 (2)1-314x 5.500 (3)1-3/4 x 16
N (psi) ~ d: 84 ~ 76 13T 21
fb (psi): 875 949 2121 167
ATL (in): 0.06 0.09 0.22 0.01
AD (in): D.02 0.03 0.07 0.00
spanlA: 1128 815 329 12131
Beam Selection (A - F ): A Rez use: tat a x t a
BM MARK: RB3
Span (ft): 16.5
Lu (ft): 2.0
TL def. < U 240
LL def.<U 360
CD: 1.00
K: 1.0
LL Red. (YM)?: N
Loads
DL (psf) LL (psf) Red.LL trib (ft) wn (Plfl
(Psi
roof 25 52 52 17.6 1355.2
roof/flr 20 0 0 0 0
floor 2D 40 40 0 0
wall/misc. 25 52 - 5 385
W uwtronM ~onD (pif): 1740.2
DL LL
1175.2
Comments
Reactions (Ibs)
Left Right
675 675 DL
1404 1404 LL
2079 2079 TL
Reactions (Ibs)
Left Right
4661 4661 DL
9695 9695 LL
14357 14357 TL
M (Ib-ft): 59221
P vr. rwD (Ibs): 0 0 from left end: 0.0
C D
3-1/8 x 27 5-1 /B x 19 1!2
E
6-3/4 x 16 112
No. of MICROLAMS: 3
G
(2) 1-3/4 x 16
fv (psi) ~ d: 186 173 161 322 N.G.
Po (psi): 1872 2186 2320 4759 N.G.
ATL (in): 0.31 0.51 0.64 0.66
AD (in): 0.10 0.17 0.21 0.42
spaNA: 629 369 310 229 NG
Beam Selection (A- F ): C Rea use. (pf(t( ~( ~b t~1, oe.u1..AM
'A'u (Pik
915.2
D
0
260
Projec~,,,ig,:~,„ Project #: Initials: Date: ~ Sheet:
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WOOD BEAM
1LLLOWN3LE STRESS DESIGN
BM MARK: RBA Loads Reactions (Ibs)
Span (ft): 10.0 DL (psi) LL (psf) ~'' ~L trib (ft) wn (plf) wLL (plf) Left Right
Lu (ft): 2.0 roof 25 52 52 21 1617 1092 3375 3375 DL
TL dei. < U 240 rooUflr 0 60 60 0 0 0 7020 7020 LL
LL def. < U 36D floor 20 40 40 0 0 0 10395 10395 7L
Co: 1.00 walUmisc. 25 52 - 6 462 312
K: 1.0 w ux~roawt rwo (ptf): 2079 1404 M (Ib-ft): 25988
LL Red. (YM)?: N
v (psi) ~ d:
fb (psi):
DTL (in);
dD (in):
spanl0: DL
P vr. woo (Ibs): 0
am Selection (A-F): F LL
0 from left end: 0.0
C D
3-1 /8 x 19 1/2 5.178 x 13 1!2
200 175
1575 2003
0.13 0.25
0.04 0.08
892 485
RB4 u9E: Comments
E
6-3/4 x 12
154
1925
0.27
0.09
449
fII) 1-3/4x 16
No. of u~cROUMS: 2
F
(2) 1-3/4x 16.000
204
2088
0.21
0.07
582
LVL
G
(2) 1~/4 x 9.5
395 N.G.
5924 N.G.
0.98
0.32
122 NG
BM MARK: RB5 Loads Reactions(ibs)
Span (ft): 5.0 DL (psf) LL (psf) Red.LL
(psf) trib (ft) wn (Plfl N'u (P1~ Left Right
Lu (ft): 2.0 roof 25 52 52 22 1694 1144 1750 1750 DL
TL def. c U 240 roof/flr 20 40 40 0 0 0 3640 3640 LL
LL def. < U 360 floor 20 40 40 D 0 0 5390 5390 TL
Co: 1.00 wallhnisC. 25 52 - 6 462 312
K: 1.0 w uxiwae wi,o (plf): 2158 1456 M (Ib-ft): 6738
LL Red. (Y/N)?: N
DL LL Comments
P rr. uxo (Ibs): 0 0 from left end: 0.0 Na. of MtcROLnRS: 2
C F G
3-118 x 10 tY2 (2)1-3/4x 9.250 (2)1-3/4 x 9.5
fv (psf) ~ d: 169 173 166
Po (Psi): 1406 1620 1536
~TL (in): 0.06 0.07 D.OB
DD (in): 0.02 D.02 0.02
spaNA: 1074 868 940
Beam Selecion (A- F ): A Ras use: ~Z ' ~l~
BM MARK: RBB Loads ReaCions (Ibs)
Span (ft): 9.0 OL (psf) LL (psf) Red.LL
(psf) Crib ft
( ) wTL (PIS wu (PIS left Right
Lu (ft): 2.0 roof 25 52 52 13.5 1039.5 702 2194 2194 DL
TL def. < U 240 roof/flr 20 0 0 0 0 0 4563 4563 LL
LL def < U 360 floor 20 40 40 0 0 0 6757 6757 TL
Co: 7.00 walUmisc. 25 52 - 6 462 312
!C 1.0 w uxrroxw Sono (plf): 1501.5 1014 M (Ib-ft): 15203
LL Red. (Y/N)?: N
DL LL ~ Comments
P vr.:wo (Ibs): 0 0 from left end: 0.0 NO. M micROUNS: 3
C D E F G
3-1/8 x 13 1/2 5-1/8 x 10 1/2 6-314 x 9 (3) 1-3/4x 9.250 (3) 1~/4 x 9.5
fv (Psi) (~ d: 180 152 139 173 187
tb (Psi) 1922 1937 2002 2437 2310
ATL (in): 0.19 D.25 0.30 0.34 0.31
dD (in): 0.06 0.08 0.10 0.11 0.10
sPan/d: 562 434 360 321 347
Beam Selection (A - F ): G Rse UBE: (3) i -3/4 x 9.6
Proje~;,,,, Project #: Initials: Date: Sheet:
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WOOD BEAM
ALLOWABLE STRESS DESIGN
ant MARK: R67 LOad8 Reaclions(Ibs)
Span (ft): 12.5 DL (pst) LL (psf) ~L trib (ft) wn (plf) wLL (P~ Left Right
Lu (ft): 2.0 roof 25 52 52 13.5 1039.5 702 2578 2578 DL
TL def. < U 240 rooNflr 0 60 60 0 0 0 5383 5363 LL
LL def. < U 360 floor 20 40 40 0 0 0 7941 7941 TL
Co- 1.00 wall/misc. 25 52 - 3 231 156
K: 1.0 W UNBORN LOAp (plf): 1271 858 M (Ib-ft): 24814
LL Red. (Y/N)?: N
DL LL Comments
P vr. ~oxo (Ibs): 0 0 from IeR end: 0.0 No. of n+~cROU+MS: 3
C D E F G
3-1 /8 x 16 1/2 5-1/8 x 131!2 6314 x 1 0 1I2 (3) 1-3/4x 11.875 (2)13/4 x 9.5
fv(psi) ~ d: 197 141 145 161 313 N.G.
fb(psi): 2100 1913 2401 2413 5656 N.G.
dTL (in): 0.33 0.37 0.60 0.50 1.47
DD (in): 0.11 0.12 0.19 0.18 0.46
span/d: 453 407 252 299 102 NG
BeamSeledion(A-F ): F RB7 USES (311-a/4X 77 7/C LVL
BM MARKS R68 Loads ReaCtlOfis(Ibs)
Span (ft): 10.5 'DL (pat) LL (psf) ~~ tnb (ft) wn (ptf) wLL (pif) Left Right
Lu (ft): 2.0 root 25 52 52 28 2156 1456 4463 4463 DL
TL def. < U 240 roo0flr 20 40 40 0 0 0 9282 9282 LL
LL def.< U 360 Floor 20 40 40 0 0 0 13745 13745 TL
Co: 1.00 walUmisa 25 52 - 6 462 312
K: 1.0 W VNIFORM LOAp (plf): 2616 1768 M (Ib-ft): 36079
LL Red. (Y/N)?: N
DL LL ., Comments
P rr. wAO (Ibs): 0 0 from left end: 0.0 No. of Mx;ROLAMS: 3
C D E F G
3-1/8 x 22 1/2 5-1/8 x 16112 6-3/4 x 13 1/2 (3) 13/4x 14.000 (3) 1-3/4 x 16
~ (P~) ~ ~ 223 180 178 218 183
~ (Psi): 1642 1862 2112 2525 1933
dTL (in): 0.13 0.21 0.29 0.31 0.21
dD (in): O.D4 0.07 0.09 0.10 0.07
spaNd: 940 608 438 401 599
Beam Selection ( A - F ): G Rea use: (37 7 -era x l a
ant MARK: R$9 LOad& Reactions(Ibs)
Span (ft): 6.5 DL (psf) LL (psf) Red.LL
(Psi Crib (ft) wR (plf) wLL (plf) Left Ri ht
9
Lu(ft): 2.0 roof 25 52 52 28 2156 1456 2763 2763 DL
TL def.< U 240 rooHFlr 20 0 0 0 0 0 5746 5746 LL
LL def.< U 360 floor 20 40 40 0 0 0 8509 8509 TL
Co: 7.00 wall/miser 25 52 - 6 462 312
K: 1.0 w uRIwRM torso (plf): 2618 1788 M (Ib-ft): 13826
DL LL Comments
P vr. LoAO (Ibs): 0 0 from left end: 0.0 No. oT MlcaouNS: 3
C D E F G
3-1/8 x 15 5-1/8 x 10 1/2 6-314 x 9 (3) 13/4x 9.250 (2) 1-314 x 16
iv (psi) ®d: 168 173 162 200 134
~ (Psi) 1416 1762 1821 2216 1111
dTL (in): 0.07 0.12 0.14 0.16 D.OS
dD (in): 0.02 0.04 0.05 0.05 0.02
sPaNd: 1174 660 548 488 1684
BeamSelection(A-F ): G RB9 U3E: /B) 7-9I/4x 76
Proje~~,r Project #: Initials: Date: Sheet:
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STEEL BEAM
SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN.
BM MARK: RB10 redUCed Reactions (k)
Span (ft): 37.00 kmd DL (psf) LL (psf) LL (psf) trib (ft) wn (pif) wLL (plf) Left Right
TL def < U 240 roof 25 52 - 18.5 1425 962 12.71 11.76 DL
LL def < U 360 floor 20 40 40 0 0 0 23.11 21.15 LL
L„ (ft): 2.0 misc. 25 52 --- 3 231 156 35.82 32.92 TL
~ (ft): 11.71 self wt. 86 - ____ - gg 0
Atnb (sq.ft.): D w (un'Iform load): 1742 1118 Ifs > 1437 ina
LL red (%): 0 DL LL Comments laauac 1530.0 ina
POINT LOAD-> p coracENrRn~o Lono (k): 1.40 2.90 iron len end: 6.00 DrL: 0255 OK
M: 310.9 kip-ft fb: 22.48 ksi OK DLL: 0397 OK
Fy. 36 ksi Fb: 23.76 ksi (F1-1) Doi: 0.8 in
RB10 uae W18x86 Fy = 36 ks(
BM MARK: RB11 reduced Reactions (k)
Span (ft): 37.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (plf) Left Right
TL def < U 240 roof 25 52 - B.5 501 338 5.13 5.13 DL
LL def < U 360 Aoor 20 40 40 0 0 0 9.14 9.14 LL
t-e (R): 2.0 misc. 25 52 -- 3 231 156 14.27 14.27 TL
~ (ft): 6.35 self wf. 40 -- - - 40 0
Atnb (sq.ft.): 0 w (uniform load): 772 494 ife0 > 8D8 ina
LL red (%): 0 DL LL Comments lactual~ 612.0 ina
P coNCeNrRnTeo Sono (k): D.00 D.DD from left end: Q,DD i?R: U242 OK
M: 132.0 kip-ft fb: 23.16 ksi OK DLL: U376 OK
Fy: 36 ksi Fb: 23.76 ksi (F1-1) Dom: 0.86 in
RB11 use W78x40 Fy= 36 ksi
BM MARK: R612
Span (ft): 37.00
TL def < U 240
LL def < U 360
Lo (ft): 2.0
i.e (ft): 6.35
Atrib (sq.R.): 0
LL red (%): 0
reduced Reactions (k)
load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (pif) Left Right
roof 25 52 -- 6 462 312 4.90 4.90 DL
floor 52 100 100 0 0 0 8.68 8.66 LL
misc. 25 52 -- 3 231 156 13.56 13.56 TL
self wk 40 --- --- - a0 n
w (uniform load): 733 468
P wrweNrnATEO Lono (k): 0.00 0.00 from left end:
M: 125.4 kip-ft fb: 22.01 ksi OK
Fy: 38 ksi Fb: 23.76 ksi (F1-1)
RB12 use W18z40 Fy = 36 ksi
I~q > 576 ina
lactual~ 612.0 ina
DTL: 0255 OK
DLL: 0399 OK
DoL: 0.6 in
DL LL Comments
Prole6dte~ Project #: Initials: Date: Sheet:
(~
l
1 • Z
C
W \ ~
t9
Z
W _._.
-S~~Et BEAM
SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN.
eM Maa:c: RB13
Span (ft): 28.00
Tt def < U 240
LL def < U 360
Ln {ft): 2.0
Lc fft): 7.51
Atrib (sq.ft.): 0
reduced Reactions (k)
load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) w~L (plf) Left Right
roof 25 52 - 4.5 347 234 2.25 2.25 DL
floor 20 40 40 0 0 0 3.28 3.28 LL
misc. 25 42 - 0 0 0 5.52 5.52 TL
self wt. 48 - - - 48 0
w (uniform load): 395 234
DL LL Comments
P coNCeNrru,Teo LOAD (k): 0.00 0.00 from ien end: 0.00
M: 38.7 kip-ft fb: 10.71 ksi OK
Fy: 38 ksi Fb: 23.76 ksi (F1-1)
RB13 use W8x48 Fy = 36 ksi
Ira > 134 in"
lacwal: 184.0 in"
Dn: U329 OK
DLL: U554 OK
DcL: 0.4 in
BM MARK: RB14 reduced Reactions (k)
Span (ft): 37.00 load DL (psfl LL (psf) LL (psf) trib (ft) wTL (PIS wLL (P~ Left Right
TL def < U 240 roof 25 42 --- 4.5 302 189 3.08 3.08 DL
LL def < U 360 floor 20 40 40 0 0 0 3.50 3.50 LL
L° (ft): 2.0 misc. 25 42 -- 0 0 0 8.58 6.58 TL
4 (ft): 10.59 seH wt. 54 - -- - 54 0
Atrib (sq.ft.): 0 w (uniform load): 358 189 I~ > 279 in"
LL red (%): 0 DL LL Comments laa~l: 303.0 in"
P coNCranr+ArEO LOAD (k): 0.00 0.00 from left ena: 0.00 DTL: U260 OK
M: 60.8 kip-ft fb: 12.17 ksi OK DLL: U490 OK
Fy: 36 ksi Fb: 23.76 ksi (F1-1) DoL: 0.80 in
RB14 usE W10x54 Fy = 36 ksi
Projel~g: Project #: Initials: Date: Sheet:
~~
r ~ t7
z j .,, _..
H
w ~ -
Z
2 ~.......m„ Z
WOOD REAM
,y, ALLOWABLE 9TRE33 OE31(iN
BM MARK: ~~' j' ~.~J,! LOad3 Reactions(Ibs)
DL (paf) LL (psf) Red.Ll frib (ft) wrL (P18 wu (P~ Left Ri M
Span (ft): 6.0 (py~ 9
Lu (ft): 2.0 roof 25 52 52 13.5 1039.5 702 2025 2025 DL
TL def. < U 240 roof/flr 0 60 60 0 0 0 4212 4212 LL
LL def. < U 360 floor 20 40 40 0 0 0 6237 6237 TL
Co:1.00 walUmisc. 25 52 - 3 231 156
K: 1.0 W uraFOrsM LOAD (plf); 1271 858 M (ib-ft): 12994
LL Red. (YM)?: N
DL LL Comments
voinrr LoAO-> P PT. ~oAO (Ibs): 1575 3276 from left end: 3.0 No. of m~oLAMS: 2
C D E F G
31/8 x 13 1/2 5-118 x 8 63/4 x 9 (2) 1-3l4x 11.250 (2) 1-3J4 x 11.875
(v (Psi) ~ d: 188 172 130 192 180
fb (Psi): 1643 2254 1711 2112 1896
OTL (in)= 0.06 0.13 0.10 0.09 0.08
aD (iN~ 0.02 0.04 0.03 0.03 0.03
spaNe: 1111 540 711 780 894
Beam Selection (A - F ): G Re i a use: ia~ i -sia x ~ i .ass
Proieetn,6Alsaa>~_a3.,, Project #: Initials: Date: ~ Sheet:
~~
-~
w
- ~~
z
WOOD SEAM
ALLOWAatE STRESS DESIGN
BM MARK) 8916 LOadS Reactions (Ibs)
Span (ft): 25.0 DL (psf) LL (psf) Red.LL trib ft 1
(R~ () ~ (P f)
W~~ (Pff)
Left
Right
Lu (ft): 2.0 roof 25 42 42 4 288 168 1250 1250 DL
TL def. < U 240 rooffflr 0 ti0 60 0 0 0 2100 2100 LL
LL def. < V 360 floor 20 40 40 0 0 0 3350 3350 TL
Co:1.00 walVmiSC. 25 52 - 0 0 0
K: 1.0 W UMFORM LOAD (plf): 266 168 M (Ib-ft): 20938
LL Red. (YM)?: N
DL LL Comments
P rT. ~oAO (Ibs): 0 0 from left end: 0.0 No. of MlcROUMS: 2
C D E F G
3-118 x 161/2 5-1/8 x 13 1/2 6-314 x 1 31/2 (2) 13l4x 16.D00 (2)1/4 x 11.875
ft' (Psl) ~ d: 90 66 50 80 111
fb(Ps): 1772 1614 1225 1882 3054 N.G.
~TL (in): 1.12 1.25 0.95 1.04 2.54
DD (in}: 0.42 0.46 0.35 0.39 0.95
spaNA: 268 247 317 289 118 NG
Beam Selection (A - F ): F RO 1 6 UBEe (Z) 7 -S/4X 1 B LVL
IProleclm~~~oa„ ~ Project #: Initials: Date: Sheet: I~
-~ -- ~ "
Z
C ~
W y
Z _
I ^
Z Tt„/
W
WOOD STUD WALL DESIGN
ALL E UATI N BA ED N ND ,ALLOWABLE STRESS DES/GIV
DE8CRIPTION: Interior Loads to Wall:
Height, le (ft) : 10 DL LL trib w
deflection < U: 180
wind/seismic (W/S): w
lateral load (psf): 7 (Due to Wind)
snow load? (YIN): y
Lumber grade (1 thru 5): 2 (DF No. 2 )
roof 20 52 20 1440
floor 20 40 0 0
wall 0 0 0 0
mist 0 0 0 0
w (uniform load.) = 1440 plf
CASE 1: CASE 2:
DL + snow + floor LL DL + floor LL + wind
Le/d =34.3 < 50 OK fc (psi) = 102 < FEE (psi) = 408 OK
Cp = 1.15 Cp = 1.60
Fc' (psi) = 387 Fc' (psi) = 394
fc (psi) = 366 < Fc' OK M (Ib-ft) = 117
Fb' (psi) = 2484
fb (psi) = 457
CSR = 0.31 < 1.0 OK
D (in.) = 0.189 = L / 636 OK
TRIMMER: KING STUD:
Trimmer supports only vertical Toad ... King stud supports only bending ...
Pcap (Ibs) = 2031 Mcap (Ib-ft) = 634
trib width capacity (ft) = 7.25 for iN < Mcap
trib width capacity (ft) = 4.71 for D < 180 (governs)
Interior USE: 2 X 4 ~ 18 " O.C.
(DFNo.2)
Framing at openings (unless noted otherwise on plan):
OPENING WIDTH (FTJ NO. OF TRIMMERS NO. OF KING STUDS
4 2 1
5 2 1
6 3 1
10 4 2
11 4 2
12 5 2
Proj~g: Project #: Initials: Date: Sheet: f
~ R
Q
2 ~~' ~
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WORD STUD WALL DESIGN
A A DE
DESCRIPTION: Exterior Loads to Wall:
Height, le (ft) : 14 DL LL trib w
deflection < U: 180 roof 20 52 16 1152
wind/seismic (W/S): w floor 20 40 0 0
lateral load (psf): 30 (Due to Wind} wall 0 0 0 0
snow load? (Y/N): y misc 0 0 0 0
Lumber grade (1 thru 5): 2 (DF No. 2) w (uniform load.) = 1152 plf
CASE 1: CASE 2:
DL + snow + floor LL DL + floor LL + wind
Le/d = 30.5 < 50 OK fc (psi) = 52 < F~ (psi) = 514 OK
CD = 1.15 CD = 1.60
Fc' (psi) = 477 Fc' (psi = 489
fc (psi) = 186 < Fc' OK M (Ib-ft) =980
Fb' (psi) = 2153
fb (psi) = 1555
CSR = 0.81 < 1.0 OK
D (in.) = 0.800 = L / 210 OK
TRIMMER: KING STUD:
Trimmer supports only vertical load ... King stud supports only bending ...
Pcap (Ibs} = 3939 Mcap (Ib-ft) = 1357
Crib width capacity (ft) = 1.85 for M < Mcap
trib width capacity (ft) = 1.56 for D < 180 (governs)
Exterior USE: 2 X 6 ~ 16 " O.C.
(DFNo.2)
Framing at openings (unless noted otherwise on olanl:
OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS
4 1 2
5 1 3
6 1 3
10 2 4
11 2 4
12 2 5
Proje~-,~1 Project #: Initials: Date: Sheet:
(~
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z
w
W <<.
~~~ r
y
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y
c
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COMBINED AXIAL AND BENDING LOADING FOR FLAGPOLE TYPE COLUMN
Column section: HSS 8 X 8 X 3/8
Cross sectional area: A 10.4in2
Section mod in dir of lateral load: S:= 24.9in3
/W1
Mom of inertia in dir of lat load: I:= 99.6in4
Radius of gyration rx: rx = 3.1-in
Radius of gyration ry: ry:= 3.1•in
Axia! load: P:= 2&k P =dead load plus
Lateral force at top of column: F:= 1.9k
AM seismic snow
Effective length x direction: ~- 12-ft
Effective length y direction: ly = 12•ft
Length in direction of lat load: L~ 12ft
~~
Bracing coefficient:
~%_
1.2
Coefficient cmx: cmx_ .85
Coefficient cmy: c~ny:= .gg
Allowable bending stress Fb: Fb:= 27.bksi
Yield stress: Fy := 36ksi
Modulus of elasticity: E~ 29000ksi
Bending moment at base: M:= F•L M = 22.8k•ft
ratio kl/r < 200: ratiox:= KK_lx ratioy - K_ly
rx ry
ratio := if(ratiox> ratioy,ratiox,ratioy) ratio = 55.742
Determine coefficient Cc: Cc := 2•~2• E Cc = 126.099
Allowable stress formulas
1-~~o F
. y
2•Co
Fal := Fal = 17.832 ksi
5 3•ratio ratio
12.2-E
Fat ~= Fat = 48.06 ksi
23•ratio
Fa if(ratio < Cc, Fa1,Fa2) Fa = 17.832 ksi
Project Name: Project #: Initials: Date: Sheet: ~~
~ __...,._,... N
• ~ Z
0
w
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Z ~ ,~
N
W N
Axial-stress: 1?
fa :_ -
q fa = 2.7 ksi
12•~2•E 12•~2•E
Fex = Fex = 48.06 ksi Fey := Fey = 48.06 ksi
23•ratiox2 23•ratioy2
BEnding stress:
M
fb :_ -
g fb = 11 ksi
Axial compression and bending interaction eauations~
C fa 1 c~•fb _ ~ fa 1 fb fa fb
H11:= -/) + H12 :- /I + - H13 :_ - + -
Fa Cl _ ~ fa 11 ~ 0.6•Fy Fb Fa Fb
Fex
Hl l = 0.509 H12 = 0.523 H13 = 0.549 < or = 1.33
Lateral actual deflection:
3
delta := F L delta = 0.7 in
3•E•I
Lateral allowable deflection:
dallowl :_ .005•L dallowl = 0.72 in (Seismic)
delta
Unity := dallowl Unity = 0.909 < 1.0
dallowl := L dallowl = 1.2 in (Wind)
120
_ delta
`~''''~'• dallowl Unity = 0.546 < 1.0
Project Name: Project #: Initials: Date: Sheet: '~
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HOLLOW STEEL COLUMN
ALLOWABLE STRESS DESIGN
aaLUMN MARK: Under RB 10 8:12
LOAOH:
LoAO Pn. (k) PoL(k) ex (in) ey (in) Pexrt PeyrL Notes Trial Section Number: 75
LEVEL 3 A 0.00 0.00 0.00 - 0.00 - HSSBx6x3/8
elev. (ft): 0.00 B 0.00 0,00 0.00 - 0.00 - A: 7.58 fn.2
C 0.00 0.00 - 0.00 - 0.00
D 0.00 O.OD - 0.00 - 0.00
LEVEL 2 A 0.00 0.00 4.00 - 0.00 -
elev. (ft): 0.00 B 0.00 0.00 -4.00 - 0.00 -
C 0.00 0.00 - 4.00 - 0.00
D 0.00 0.00 - -4.00 - 0.00
LEVEL 1 A 14.00 4.62 4.00 -- -56.00 - <-
elev. (ft): 12.50 B 0.00 0.00 4.00 - 0.00 --
C 31.00 10.23 - 6.00 - 186.00 <-
D 0.00 0.00 - 4.00 -- 0.00
FOUNDATION 0.00 45.00
elev. (ft): 0.00
COLUMN INTERACTION[
LEVEL 3 ...
KI/nc: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 k:
KI/ry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi
Casa P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx tby/Fby H1-1 H1-2
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0
2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a
4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0
LEVEL 2 ...
Klhx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 k
KVry:0.00 Fby: 3D.36 ksi F'ey: 0.0 ksi
Case P SPex SPey falFa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2
1 0.00 0.00 0.00 0.00 o.oD o.00 0.00 o.OD o.oo o.oo of
z o.oD o.oo o.oo D.oo o.oo o.oo o.oo o.oo o.oo o.oo of
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a
4 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 of
LEVEL 1 ...
KVrx:65.79 Fbx: 30.36 ksi F'ex: 34.5 ksi Fa: 20.41 ks
KI/ry:65.79 Fby: 30.36 ksi F'ey: 34.5 ksi
Case P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fby/Fby H1-1 H1-2
1 45.00 -56.00 186.00 0.29 0.56 -0.17 0.47 -0.14 1.03 0.82 a
2 45.00 -56.00 186.00 0.28 0.56 -0.17 0.47 -0.1A 1.03 0.82 a
3 45.00 -56.00 186.00 0.29 0.56 -0.17 0.47 -0.14 1.03 0.82 a
4 45.00 -56.00 186.00 0.28 0.56 -0.17 0.47 -0.14 1.03 0.82 a
Sx: 13.1 in.'
Sy. 13.1 in.3
Ix: 39.4 in a
ly: 39.4 fn. a
rx: 2.28
ry-. 2.26
Kx: 1.00
Ky: 1.00
Fy: 46 ksi
Cc: 111.6
Cm: 1.0
PLAN -TYPICAL COLUMN
CASE t: wLL aL +LL
CASE 2 OL • wbN LL aDtX-AXIS
CASE 3' OL • wlbel LL abt Y•AXIS
CASE A: DL r unbel LL ebt X 8 Y-AXE:
Projg~~ne: Project #: Initials: Date: Sheet: ~~
L1 •,
D
Z :... -y.:_.a~~
p ~.
W ~
Z
Z
HDLLDW STEEL GDLUMN
ALLOWABLE STRESS OES/laN
COLUMN MARK: Back Overhang
Lawns:
LoAO PiL (k) PoL(k) ex (in) ey (in) Pexn Peyn_ Notes
LEVEL 3 A 0.00 0.00 0.00 - 0.00 -
elev. (ft): o.oo B o.oo o.oo o.oo - o.oa -
C 0.00 0.00 - 0.00 - 0.00
D 0.00 0.00 - 0.00 - 0.00
LEVEL 2 A 0.00 0.00 4.00 - 0.00 -
elev. (ft): 10.00 B 0.00 0.00 -4.00 - 0.00 -
C 0.00 0.00 - 4.00 - 0.00
D 0.00 0.00 - -4.00 - 0.00
LEVEL 1 A 5.52 2.25 -4.00 - -22.08 - <-
elev. (ft): 9.00 B 0.00 0.00 -4.00 - 0.00 -
C 0.00 0.00 - 6.00 - 0:00
D 0.00 0.30 - -4.00 - 0.00
Trial Section Number: 63
HSS4x4x114 '
A: 3.37 in. z
Sx: 3.9 in, a
Sy: 3.9 in. a
Ix: 7.8 in.'
ly: 7.6 in. °
rx: 1.52
ry: 1.52
Kx. 1.00
Ky: 1.00
Fy: 46 ksi
Cc: 111.6
Cm: 1.0
FOl1NDA710N 0.00 5.52
elev. (ft): 0.00
C EILUMN INTERACTION:
LEVEL 3 ...
KI/rx. 0.00 Fbx: 30.36 ksi F'ex 0.0 ksi Fa: 27.60 ksi
KI/ry:0.00 Fby: 30.36 ksi F'ey. 0.0 ksi
Case P SPex SPey ta/Fa CmFbx.. . CmFby... tbx/Fbx fby/Fby Ht-1 H1-2
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox
2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox
3 0.00 0.00 0.00 0.00 0.00 0.00 O.DO 0.00 0.00 0.00 ox
4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.DO 0.00 oK
LEVEL 2 ...
~/~' 7.89 Fbx: 30.36 ksi F'ex: 2400.2 ksi Fa: 27.10 ksi
KI/ry:7.89 Fby: 30.36 ksi F'ey: 2400.2 ksl
Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fbylFby H1-1 H1-2
1 0.00 0.00 0.00 0.00 0.00 0.00 O.pO 0.00 O.DO 0.00 aK
2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox
3 0.00 O.DO 0.00 0.00 0.00 O.DO 0.00 0.00 0.00 0.00 ox
4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox
LEVEL 1 ...
KI/rx: 70.99 Fbx: 30.36 ksi F'ex: 29.6 ksi Fa: 19.59 ksi
KI/ry:70.99 Fby: 30.36 ksi F'ey: 29.6 ksi
Case P SPex SPey fa/Fa CmFbx.. CmFby... fbx/Fbx fby/Fby H1-1 H1-2
1 5.52 -22.08 0.00 0.06 0.00 -0.20 0.00 -0.19 0.28 0.25 ox
2 5.52 -22.08 0.00 0.08 0.00 -0.20 0.00 -0.19 0.28 0.25 ox
3 5.52 -22.06 D.00 0.08 0.00 -0.20 0.00 -0.19 0.28 0.25 ox
4 5.52 -22.08 0.00 0.08 0.00 -0.20 0.00 -0.19 0.28 D.25 ox
PLAN -TYPICAL COLUMN
CASE 1: FULL OL+LL
CASE 2: OL +unbel LL ~1X-AXIS
CASE a nL +unbal u aM Y,vns
CASE 4: OL + unbal LL abf X & Y-AXES
Projec~~,~lg.~g: Project #: Initials: Date: Sheet: ee
lq
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0
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~ -n i m nc a tzarUal v enclosed gnly w -~ ~`~
6
~ ~ ~ - ~.
' - _ Torsional loads aze
., .-- ti
- -.~ _
- _ .,a
t I:'.
- .` f -
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25% of Zones 1 - 4.
--'*.- ~ :~ ~ - ~ 6
~j{ a - ~` ~, See code for loading
diagram
,~
-
..
--,..
. l
__ ..
n,° - }~. ` ---~ '
~;~::u ran::: -r_;; _
S.-~ r t
p'fTT•:; Cr TiTV_# L _ =s
T.Iyz :; aJ U%_• IL-..
Transverse Direction Lon¢itudina! Direction
I{z = Kh = 0.85 (case 1) Edge Strip (a) 6.0 ft
Base pressure (qh) = 15.0 psf End Zone (Za) 12.0 ft
GCpi = +/-0.18 Zone 2 length = 35.0 ft
Transverse Direction Lon ' ndinal Direction
Perpendicular e = o.o deg Parallel 8 = Odeg
Surface GC f w/+GCpi w/-CCpi GC f w/+GCpi w/-GCpi
1 0.40 0.58 0.22 0.40 0.58 0.22
2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87
3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55
4 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47
5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63
6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63
lE 0.61 0.79 0.43 0.61 0.79 0.43
2E -1.07• -0.89 -1.25 -1.07 -0.89 -1.25
3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71
4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61
1 8.7 3.3 8.7 3,3
2 -7.6 -13.0 -7.6 -13.0
3 -2.8 -8.2 -2.8 -8.2
4 -1.6 -7.0 -1.6 -7.0
5 -4.0 -9.4 -4.0 -9.4
6 -4.0 -9.4 -4.0 -9.4
lE 11.8 6.4 11.8 6.4
2E -13.3 -18.7 -13.3 -18.7
3E -5.2 -10.6 -5.2 -i0.6
4E -3.7 -9.1 -3.7 -9.1
Ii~WFRS Simple Diauh ra>rn Pressures (nsfl
Transverse direction (normal to L)
Interior Zone: Wall 10.3 psf
Roof -4,8 psf
End Zone: Wall 15.6 psf
Roof -8.1 psf
Longitudinal direction (parallel to L)
Interior Zone: Wa11 10.3 psf
End Zone: Wall 15.6 psf
Windward roof overhangs: 10.2 psf (upward) add to windward
roof pressure
Parapet
Windward parapet:
Leeward parapet:
28.0 psf (GCpn = +] .8)
-17.1 psf (GCpn=-1.1)
wuvuwaren
ovElxxwxc; fft avnrowattnxooF
11 i I~vnanxooF
t1 t t i l Z i t l
vermcAL
F
a
TRANSVERSE ELEVATION
Cfl wn~rowranx~
ii i i i t tai i- j~ `~"~1LO°~
vgx~•ICaI.
3
~x
LONGTI'[7DINAL ELEVATION
Project Name: ~ Project #: Initiols: Date: Sheet:
,~ ,' i
Z
W `~'~
H
Z ~_L~; `sa
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W ~~/
WIND DISTRIBUTION
LOCAT10N3 Malr1 f3ufiding
Wind Speed: 90 Roof Press (psf): 8.1 Parapet Ht: 18
Exposure: C Waif Press (psf): 15.6 Roof Ht.: 15
Roof type (ffaT/sloped): flat
LwTEwwL LoADSc
Story heights: Hi of Force Story force Cumlative force (plf)
Roof 15 ft ~ 15.0 ft 141 plf 141 plf
l ~ S I N Ctz ~,AS
lisx IKI = zil p1F
Proj Project #: Initials: Date: Sheet: ~~
MCE Ground Motion -Conterminous 48 States
Zip Code - 83406 Central Latitude = 43.455063
Central Longitude = -111.959595
Period MCE Sa
(sec) (%g)
0.2 060.6 MCE Value of Ss, Site Class B
1.0 018.5 MCE Value of S1, Site Class B
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SEISMIC WEIt3HT CALGLILATION8
Project: Main Building
Structural Weights
Roof DL: 25 psf
Roof LL: 35 psf Snow Load increase: 20.OOq,
Typical Floor DL: 0 psf
Interior Wall: 5 psf
Exterior Wall; 15 psf
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Structural Components
Roof Weights
Exterior Walt Tributary Height: 10 ft
Weight Calculations
Exterior Wall Weight: 10.80 kips
Roof Area: 11200 ft^2
Roof Weight: 358.40 kips
Exterior Wail Length: 144 ft Interior Wail Weight: 28.00 kips
Interior Wail Projected Area: 11200 ft^2 Misc: 0.00 kips
Misc: 0 kips Roof Weight: 397,20 kips
Project Name: Project #: Initials: Date: Sheet: ~~
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SEISMIC WEIGHT CALCULATit]N8
Project: Covered Porch
Structural Weights
Roof DL: 25 psf
Roof LL: 35 psf
Typical Floor DL: 0 psf
Interior Wall: 0 psf
Exterior Wall: 0 psf
Snow Load Increase: 20.00%,
Structural Components
Roof Weights
Exterior Wall Tributary Height; 0 ft
Weight Calculations
Exterior Wall Weight: 0.00 kips
Roof Area: 2750 ft^2
Roof Weight: 88.00 kips
Exterior Wall Length: 0 ft Interior Wall Weight: 0.00 kips
Interior Wall Projected Area: 0 ft^2 Misc: 0.00 kips
Misc: 0 kips Roof Weight: 88.00 kips
Project Name: (Projel ct #: Initials: Date: Sheet: ~~
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SEISMIC LATERAL ANALYSiB
20QD /nMrne6orwl BuRdrnp Code
EquiveleM Lateral Forco ROtedure
PROJECT NAM EC MeinBUliding
V:CSW Governs => C.: Sps/(R/l): D.123
C,: So/(R/I)T: 0.521 (Max)
C,: 0.5Si/(Rfl): (Min, Srequai or greater than .8
and in Seismic Category E or ~
C,: 0.044S~ is 0.035 (Min)
IE (1604.5): 1.50 eP: 1 Fe: 1.32
Secs. Use Group (1804.5 & 1616.2): I I t R: 8.6 F,,: 2.06
Seis. Category (1818.3): D CL 0.02 Ste: O.b313
Site Class (1815.1.1): D acc (ult strength): 0.123 Ste: 0.2541
Ss= 0.606 acc (service load): 0.088 T: 0.112 sec.
S,: 0.185 Vbase: 47.8 k
Level Ht. (ft) Wt. (k) vd z hi Lat. Story Story Shear (k)
(elev.) Force (k) Shear (k) ASD Design
Roof 10.00 390.0 3900.0 47.8 47.8 33.5
Totals: 390 3900 47.8
(Calculation per IBC 1617.4.3)
Diaohraom LatQ..l ~+_~+ DisMbution
Level Flt (ft) WL {ky Sum wix Sum Fix Fpz Fpx, ASD Design
Roof 10.00 390.0 390.0 47.8 82.2 43.5
(CalcuWhon per IBC 1820)
Elemental Pressure
Fp =0.401~ww or 0.1 ww
wall designed for the greater of =_> Fp: (Ultimate)
0.32 Wp (ASD)
0,~ Wp
FP =4~osIE or 2~ Pif min. anchorage and diaphragm force =_> FP: 319 pif 223 pff
FP =1.23os~ww min. anchorage and flex, diaph. force (Cal C-F) __> Fp: D.98 Wp 0.87 Wp
or 200 pff =_> Fpmin: 200 plf 140 plf
Prole~afde: i Project #: Initials: Date: Sheet:
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$El81dlE LATERAL ANALYSIB
2000 (Mematiorrl Budding Code
Equivalent Lateral Force Procedu2
PR~J ECT NAME: COVered PO(Ch
V:CsW Governs => Cg: S~/(R/l): 0.123
C,: Sod(R/I)T: 0.455 (Max)
C,: 0.5S,/(R/q: (Min, S,equal or greater than .6
and in Seismic Category E or F)
C,: 0.044Sos I: 0.035 (Min)
IE (1604.5): 1.50 ap: 1 Fa: 1.32
Seis. Use Group (1604.5 & 16162): I N R: 6.5 F,,: 2.06
Seis. Category (1616.3); D Ct: 0.02 Ste: 0.5313
Site Ciass (1615.1.1): D ax (ult. strength): 0.123 Spy: 0.2541
Ss: 0.606 acc (service load): 0.086 T: 0.129 sec.
S,: 0.185 Vbase: 10.8 k
Level Ht. (ft) WL (k) wi x hi Lat. Story Story Shear (k)
(elev.) Force (k) Shear (k) ASD Design
Roof 12.00 88.0 1056.0 10.8 10.8 7.6
Totals: 88 1058 10.8
(Calculation per IBC 1617.4.3)
Diaphragm Lateral Load Distribution
Level Ht. (ft) WL (k) Sum wix Sum Fix Fpx Fpx, ASD Design
Roof 12.00 88.0 88.0. 10.8 14.0 9.8
(Calculation per IBC 1620)
Elemental Pressure
(Ultimate)
Fp =0.401ES~w,v or 0.1 w„, wall designed for the greater of =_> Fp: 0.32 Wp
Fp =400SD51E or 2D0 plf min. anchorage and diaphragm force => Fp: 319 plf
Fp =1.2SoslEww min. anchorage and flex. diaph. force (Cat C-~ __> Fp: 0.96 Wp
or 200 plf =_> Fpmin: 200 pif
(ASD)
0.22 Wp
223 plf
0.67 Wp
140 plf
IProje&~>~e: I Project #: Initials: Date: Sheet:
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SEISMIC VS WIND BASE SHEAR CALCULATIONS
Project: Main Bulding
Wind (plf): 211 Base Shear
L1 (ft): 77
Lz (ft): 150 Vbase 1 (k): 31.65
Vbase 2 (k): 16.25
Seismic Base Shear (k): 33.5
Controlling Base Shear
Vbase 1: Seismic Controls 33.5 kips
Vbase 2: Seismic Controls 33.5 kips
Vbase 1 Proposed
Structure ~
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Project: overed Driveway
Wind (plfl: 50 Base Shear
L1 (ft): 40
L2 (ft): 40 Vbase 1 (k): 2.00
Vbase 2 (k): 2.00
Seismic Base Shear (k): 7.6
Controlling Base Shear
Vbase 1: Seismic Controls 7.6 kips
Vbase 2: Seismic Controls 7.6 kips
Project Name: Project #: Initials: Date: Sheet:
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8HEARWALL SCHEDULE
1. WALL STUDS SHALL BE SPACED AT 16" O.C. MAXIMUM.
2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 71NCHES INTO CONCRETE. EXPANSION BOLTS OR
SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER
GENERAL STRUCTURAL NOTES.
3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE. PROVIDE 1 ANCHOR BOLT
MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE.
4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS
OR DETAILS.
5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES.
SEE TYPICAL SHEARWALL CONSTRUCTK)N DETAIL.
6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE.
7. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN COIJTACT WITH CONCRETE.
8. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE
RECESSED INTO SILL PLATE.
9 ALL NUTS SHALL HAVE 3/16 x 2 x 2 PLATE WASHERS.
BOTTOM
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT
A 7/18" O.S.B. BLOCKED ONE gd AT 6" O
C 8d AT 12" O
C 518" DIA. A.B. AT 48" O.C.
SIDE OF WALL .
. .
. 16d STAGGERED AT 6" O.C.
B 7/16" O_S.B. BLOCKED ONE 8d AT 4" O
C Bd AT 12" O
C 5!8" DIA. A.B. AT 38" O.C.
SIDE OF WALL .
. .
. t6d STAGGERED AT 4" O.C.
7H8" O.S_B. BLOCKED ONE 5/8" DIA. A.B. AT 14" O.C.
C SIDE OF WALL FRAMING AT
ADJOINING PANEL EDGES
SHALL BE '(2)2X OR 3X 8d AT 3" O.C. 8d AT 12" O.C. 18d STAGGERED AT 3" O.C.
5/8" DIA. A.B. AT 11" O.C.
7116" O.S.B. BLOCKED ONE
D SIDE OF WALL FRAMING AT 8d AT 2" O.C. 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDS1/4"X3"
ADJOINING PANEL EDGES
" SIMPSON SCREWS (~ 6"OC
SHALL BE
(2)2)( OR 3X
7/16" O.S.B. BLOCKED ONE 5/8" DIA. A.B. AT 28" O.C. w/ (2) 2x SILL
SIDE OF WALL FRAMING AT PLATES
E ADJOINING PANEL EDGES 8d AT 2' O.C. 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDS1/4"X4-
SHALL BE "'(2)2X OR 3X 1/2" SIMPSON SCREWS ~ 5"OC, (2)2x
SILL PLATES
7/16" O.S.B. BLOCKED BOTH
SIDES OF WALL, OFFSET 518" DIA. A.B. AT 24" O.C. w/ (2) 2x SILL
VERTICAL PANEL JOINTS TO PLATES
BB FALL ON DIFFERENT STUDS
,
AT ADJOINING PANEL EDGES gd AT 4' O.C. 8d AT 12" O.C.
SHALL BE '"(2) 18d STAGGERED AT 2" OC OR SDS1/4"X4-
ZX OR 3X 112" SIMPSON SCREWS ~ 4"OC, (2) Zx
SILL PLATES
7/16' O.S.B. BLOCKED BOTH 5/8" DIA. A.B. AT 18" O.C. wl (2) 2x SILL
SIDES OF WALL, OFFSET PLATES
VE
CC RTICAL PANEL JOINTS TO
FALL ON DIFFERENT STUDS, 8d AT 3" O.C. 8d AT 12" O.C. i6d STAGGERED AT 2" OC OR SDS1/4"X
AT ADJOINING PANEL EDGES 1!2" SIMPSON SCREWS ~ 3"OC, (2) 2x
SHALL BE 3X OR 4X SILL PLATES
7116" O.S.B. BLOCKED
BOTH SIDES OF WALL 518" DIA. A.B. AT 14" O.C. w! (2) 2x SILL
OFFSET VERTICAL PANEL PLATES
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T- STORY WOOD SF
LINE:
Lateral Force:
Trib. Length:
Less due to geometry:
P~
Total Wall Length:
Short Wall Length:
Wall Height:
Roof DL:
Trib. Width:
Wall Weight:
DL factor:
Force:
Shear, V
Total O.T.M:
Short Wail O.T.M:
Short Wall MR:
Uplift:
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iEARWALL
1 LINES 2
17D0 pif Lateral Force: 10600 pit
1 ft Trib. Length: 1 ft
0 Ib Less due to geometry 0 Ib
1.00 p ; 1.00
19 ft Total Wall Length: 34.5 ft
30 ft (Strap Header) Short Wall Length: 14.5 ft
10 ft Wall Height: 10 ft
10 psf Roof DL: 10 psf
4 ft Trib. Width: 4 ft
15 psf Wall Weight: 10 psf
D•9 OL factor. 0.9
1700 Ib Wall Force: 10600 Ib Wall
89 plf B Shear, V : 307 pit B
17000 ft'Ib TotalO.T.M: 108000 ft'Ib
17000 ft'Ib Short Wall O.T.M: 44550.725 ft`Ib
85500 ft'Ib Strap Short WaII MR: 14718 ft"ib Shap
0 Ib NA UpIiR 2159 Ib STHD8
LINE: 3 LINE: 4
Lateral Force: 15100 plf Lateral Force: 6200 plf
Trib. Length: 1 ft Trib. Length: 1 ft
Less due to geometry: 0 Ib Less due to geometry: 0 Ib
p : 1.00, p : 1.00
Total Walf Length: 48 ft Total Wall Length: 38.5 ft
Short Wall Length: 48 ft Short Wall Length: 68 ft
(Strap Header)
Wall Height: 10 ft WaII Height 10 ft
Roof DL: 10 psf Roof DL: 10 psf
Trib. Width: 2 ft Trib. Width: 2 ft
Wall Weight: 15 psf Wall Weight: 15 psf
DL factor: 0.9 DL factor: 0.9
Force: 15100 Ib Wall Force: 6200 Ib Wall
Shear, V : 315 plf C Shear, V : 170 plf B
Total O.T.M: 151000 ft*Ib Total O.T.M: 62000 ft'Ib
Short Wall O.T.M: 15100D ft'Ib Short Wall O.T.M: 62000 ft'tb
Short Wall MR : 195840 ft lb Strap Stwrt Wall MR : 393040 ft`Ib Strap
Uplift: 0 Ib NA
Uplift:
0
Ib
NA
LINEi LINE: 6
Lateral Force: 16800 plf Lateral Force: 15100 plf
Trib. Length: 1 ft Trib. Length: 1 ft
Less due to geometry: 0 Ib Less due to geometry: 0 Ib
p: 1.00 p: 1.00
Total Wall Length: 88 ft Total Wall Length: 31 ft
Short Wall Length: 108 ft (Strap Header) Short Wall Length: 64 ft (Strap Header)
Wall Height: 10 ft Wall Height 10 ft
Roof DL: 10 psf Roof DL: 10 psf
Trib. Width: 10 ft Trib. Width: 16 ft
Wall Weight: 10 psf WaII Weight 10 psf
DL factor: 0.9 DL factor. 0.9
Force: 16800 Ib WaII Force: 15100 Ib Wall
Shear, V : 191 plf 8 Shear, V : 487
plf
C
TotalO.T.M: 168000 ft'Ib TotalO.T.M: 151000 ft'Ib
Short Wali O.T.M: 768000 ft'Ib Short Wall O.T.M: 151000 ft'Ib
Short Wall MR : 1166400 ft'Ib Strap Short Wail MR : 532480 ft lb Strap
Uplift: 0 Ib NA Uplift: 0 Ib WA
Proje~~~yg}e: Project #: Initials: Date: Sheet:
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LINEL 7 LINEL $
Lateral Force: 2000 plf Lateral Force: 3800 plf
Trib. Length: 1 ft Trib. Length: 1 ft
Less due to geometry: 0 Ib Less due to geometry: 0 Ib
p : 1.00 p : 1.00
Total Wall Length: 9 ft Total Wall Length: 8 ft
Short Wall length: 13.5 ft (Strap Header) Short Wall Length: 8 ft
Wall Height: 10 ft Wall Height: 10 ft
Roof DL: 10 psf Roof DL: 10 psf
Trib. Width: 8 ft Trib. Width: 13 ft
Wall Weight: 15 psf Wall Weight: 10 psi
OL factor. 0.9 DL factor: 0.9
Force: 2000 Ib Wall Force: 3800 fb Wall
Shear, V : 222 plf B Shear, V : 475 plf C
TofalO.T.M: 20000 fNlb TotalO.T.M: 38000 ft•Ib
Short Wall O.T.M: 20000 ft•Ib Short Wall O.T.M: 38000 ft•Ib
Short Wall MR : 20958.75 ft'Ib Strap Short Watl MR : 7380 ft•Ib Strap
Uplift: 84 Ib NA Uplift: 3922 1b STHD14
Projte: Project #: Initials: Date: ~ Sheet: Z
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FOOTING & FOUNDATION
Allowable Soil Bearing rressure: 1500 psf
EXTERIOR FOUNDATION
Load Tributary
Roof: 77 psf 20 ft
Wall: 15 psf 14 ft
Floor; 0 psf 0 ft
Misc: 40 psf 14 ft
Total Load (plf): Foundation Width (ft)
2310 1.54
Exterior Foundation Requirements;
USE 2ft WIDE loin THICK WITH (2) #4 BARS BOTTOM
INTERIOR FOOTINGS
Load Tributary
Roof: 77 psf 20 ft
:4~all: 15 psf 14 ft
Floor: 0 psf 0 ft
Misc: 0 psf 0 ft
Total Load (plf): Foundation Width fft)
1750 1.17
Interior Footing Requirements:
USE lft bin WIDE loin THICK WITH (2) #4 BARS BOTTOM
SPOT FOOTING $6!'/F
Load
28 I<i p
Footing Area (f*,'"'2) Footing Length / b'Vidth (ft)
13.67 4.32
Spot Footing Requirements:
USE Oft- bin x Oft-bin 4NIDE 12in THICK WITH (8} #4 BARS BOTTOM BOTH WAYS
SPOT FOOTING
Load g&wa0s~
15 kip
Footing Area (ft" 2) Footing Length 1 Width (ft)
lo.o0 3.16
Spot Footing Requirements;
USE aft- bin x aft- 6ir~ WIDE 12in THICK tiJITH (6) #4 BARS BOTTOM BOTH WAYS
Project Name: Project #: Initials: Date: Sheet: