The URL can be used to link to this page

Home My WebLink AboutAPPLICATIONS, BP, MULT DOCS - 05-00019 - Henry's Fork Office Bldg 9Z .~ O ~ ~ ~ m W m ~ c ~ rn z =~ ._ W N ~ G7 _ ~- o ~ s~ D ~ ~ D C ? -., ° ~ c c ~ ~ `D 3 Z D ~ ~ ~ ~ 0 d 3 ~ ~ ~ ~. ~- ~ ~ m ~_^ ~ ~~, m n ° O ~ v ° o ~ (7 c 3 ~ -o n N m ° c° o n C 0 .0 m via m ° ~ ~ Q ~ ~ v Z ~° O ~ o o ~ A p_ 7 cQ 7 _ N C ~ ~ N (p a ~ o m -1 ~ ° f'" ~ ~ ~ o ~ -~ v F ° ~ o v ~ c t!1 r ~' ~ D ~ n ° T -I '~ ° -~ ~ o o m ~ o Q ~ Z D ~ z ~ -~ ~ ~ ~ ~ z D = ~~~~° ~ m ~~~~o ~ ~v~a~ -~ ~ ~ z ~cn ~ T 0 0 ~ Q ~' ~' N n r ~ ~ ~ C N ° ~ y ~ v E ~ < ~ o- `~ m _ ° ~-~ ~ ~~ ~ O Z (n - a o -° T /1 Y ~ w ~ o- ~ O = 3 " ~ ~ r m ° ~ n (~ (~ <~~v~ o g m °°~ ~Q a W a ~_ 7 0 v ~_ ~~ O ~. O ~ ~ n ~ (fl M M S `< y~ ~ ~ ~~ Q~~~ ~'`< x ~. ca o ~ ^~ ~ ~~ y. ~~ y a- " ~ ~~ N ~ ~ O ~ c . ~ n n ~~ m ~ = fD O ~. m . .~ ~ ~ ~ O ~ n~ ~ m o a ~ ~ a. ~ ~ 'Q fD ~ fD o y ~. ca _ ~ cue a °o o; a_ m a. -. ay ~° ~ tR S y pq, n ~ ~ ~ 3 ~~~~ _. ~ ~ ~• a ~? ~ m ~~~~ cam.-: ~_ ~ o ~ ~ <yQ f'1 fD 3 O a M fQ ,~ m n 0 ~~~ 3 3 ~ ~ e. f7 O ~ ~~~ ~~~~ ~~~ N ~ O ~ a..+ C ~ S xmiv ~ ~ o m. (a 3 7 C ~ a. °_: °. O ~ S _~~ ~o z ~ m c7 n O ~ ZZ ~~ ~ ~ D ~ C7 C -I C7 O --i Z ~O o m ~ _ ~ CD c ~ v ~ ~• o O ~ ~ ~ ~ (7 -~ m v s O W g v m N 0 O m Z ~ IW rn -~ o v 0 0 n m _~ --~ Ayha; n Ct~y4~ N ~ /~~ ~- ~~ is 1, o~ ~=<ae'~ r :-~ m [f. ~ :_~ n ^N ((L.. J b ~ ~o ~. ~' ~ (~,~.~ V `„~ y ~ - ---- -- ~ cn Aw rv~ ----, --- ---- ! --------- -- ---- _ mn m o N i." ~~ jco oo ~rn cn ~ w iv'~ Z ~~ N - ° °~ 3 c ~ ~ ~'o i~im v i ° ~?i~ (z!TI(np i~?66 S iTT~T!r' ~ ~ ~ Q,C-,., 0 m i I m c cn I m I ;o ~0 IQ ~ I v m (n I O O N ~c c c o m ~°~ n T m~ T I iQ~? I`D I Bpi !v -'~ m , ~ 3 ;alp is ~ A c <° -~ ~! ° i~ i i i wpm ~ v , -0 3. ~ m o ~ I c i ~ ~ ~ ~ ~ ! ~ ~ m I o- ' O Z~ p ~ ~ Z ~ i '~ in.j°"i ~ 3 i ( j ;c I i W Z G) O O w p C .~ j I I C7 1 (7 C ~ 0 I i I ~ I C n Z ~ ~ Cli O ~ O 00 ~ ~ ; '77 . ~ = ~ i ! ~ ' ~ I r 'D Z C v ~ -p fD ~ _ m O W n m ' ~ 0 m ~ ~ o o ~ o 0 _ = ~~ Z ~ -- ~ ~ __ = I - -- - ~ ~ Z ~ - imn ° ~ jv ' ' --- ._: ° N ~ ~ ~ - ~ i$ i ' C7 Z D j ~ O O r O ~ ~ I~ ~~ ~ I ' I '.~ I OG CITY OF REXB URG ~ $LrILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208-359-3020 X326 PARCEL NUMBER: 05 0019 BRJ Taylor LLC lication! applicable SUBDIVISION: 1-{til~~(~v^~c ~'j~ L~ UNIT# BLOCK# LOT# OWNER: ~ ~ ~' T- ~ L:~ L ~_ ~ CONTACT PHONE # 7v~ - ~ ~~ L PROPERTY ADDRESS: ,~'`5`! S~ , -r~~~le ~, ~ ~~,~,~~ PHONE #: Home ( ) Work ( ) Cell ( ) OWNER MAILING ADDRESS: CITY: STATE: ZIP: APPLICANT (If other than owner) (If applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) MAILING ADDRESS OF APPLICANT PHONE #: Home CITY: Work STATE: Cell ZIP CONTRACTOR:' ~ PHONE: Home# jYs~6~,-r' Work#~sc -~t YYY Cell# ~l~%3 . ~ ~e t MAILING ADDRESS: ~~ 7 C ~ ~r~%~~-' CITY ~_ ~ STATE d.~ ZIP~jYY:Z- How many houses are located on this property? ~_~,~, ~, ~,~ ~:... ~.A' Did you recently purchase this property? ~ Yes (If yes give owner's name; Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: C ~ ~/nc . '" rCr1e~ (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 f]ay~s. Permit void if work stops for 180 days. of Owner/Applicant ~/~_~, s_ DATE 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 **Building Permit Fees are due at time of application** **Building Permits are void if you check does not clear** ' , i ~ NAME ~ ~~~ Sy ~:-. ~>, ~ ~ , ,",., PROPERTY ADDRESS ~ ~ .,,1. Permit# SUBDIVISION _ ~-jt~l ~,,.~~ ,~ G 2 ,~tl Dwelling Units: % Parcel Acres: ~ ...~ a SETBACKS FRONT SIDE SIDE BACK Front Footage (if applicable) Storm Water Length SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~l, c:~~= Unfinished Basement area 1'~'~ Second floor/loft area ~ ~~ Finished basement area ~„'~ Third floor/loft area i,1 ~ Garage area ,G',~ Shed or Barn ~L~!-' Carport/Deck (30" above grade)Area /~'.Q Remodel (Need Estimate) $ PLUMBING Plumbing Contractor's Name: ~> ~ ~~ K~.- Business Name: ~-~, ~ 1 Address_ / ~"' ~3 ~ ~ ~.-i n, d ~~ State / ~? Zip Contact Phone: ~,~) ~ ~ ~ 3 3 ~ ~ Business Phone: ( ) FIXTURE COUNT Clothes Washing Machine ~ Sprinklers Dishwasher y Tub/Showers Floor Drain ~ Toilet/LTrinal Garbage Disposal ~ Water Heater Hot Tub/Spa ~ Water Softener Sinks ~_ (Lavatories, kitchens, bar, mop) Plumbin stimate $ /v, u:, . ~ (Commercial Only) Si a e of Contractor License number ~~- ~l- ,:3s-- Date The City of Rexburg's permit fee schedule is the same as required by the State ofldaho ~ ~i t( 2 MECHANICAL '" _ Mechanical Contractor's Name: ~~~ !y Business Name: /..~, `(s Address State Zip Contact Phone: ( ) ~ ,~ i 3 3 i s Business Phone: ( ) FIXTURES & APPLIANCES Furnace _ Furnace-Air Conditioner Combination 1 Heat Pump _ Air Conditioner Evaporative Cooler Pool Heater Unit Heater 5 ~ Decorative Gas-Fired 35 Appliance Space Heater Incinerator Broiler EXHUAST & VENTILATION Dryer Vents ~`~ Range Hood Vents Fuel Gas Pipe (# of Outlets) _~~ ,,. Si e of Contractor Cook Stove Vents Bath Fan Vents Mechanical Estimate $ /~`f a o ~~ (Commercial Only) License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho WATER METER COUNT WATER METER SIZE / ' HEAT (Circle all that apply) as Oil Coal Fireplace Electric 3 ., -. • • ~ ~ O 0~~ 7 m lif ;. ~ DYNAMIC STRUCTURES 1887 North 1120 West, Provo, Utah 84604 (ph) 801.356.1140 (fax) 801.356.0001 Structural Calculations for: SOUTH FORK PLAZA #1 REXBURG, ID January 26, 2005 Service Provided for: DUBBE ~ MOULDER ARCHITECTS ' f t 0 Cover Sheet.mcd PROJECT: SOUTH FORK PLAZA #1 REXBURG, ID CLIENT: DUBBE-MOULDER ARCHITECTS P.O. BOX 9227 1160 ALPINE LANE SUITE 2A JACKSON HOLE, WY SCOPE: PROVIDE STRUCTURAL DESIGN, DRAWINGS, AND CALCULATIONS FOR COMMERCIAL PLAZA BUILDING CODE CRITERIA: 2000 IBC Seismic Design Category: D Design Wind Speed: 90 MPH EXP: C Snow: Pg = 50 PSF EXP 0.7 Pf = 35 PSF Soii: Bearing: qa = 2000 psf (allowable, assumed) Structural Fill: see geo-technical report Backfill: E.F.P = 35 pcf (assumed) Frost: 36 in MATERIALS: WOOD: Dimensional Lumber Douglas Fir-larch #2 Glu-lam Beams: Simple Spans: 24F-V4 DF/DF CONNECTIONS: Simpson STEEL: Beams: ASTM A992 (Gr. 50) fy = 50 ksi Columns: ASTM A500 (Gr. B) fy = 46 ksi BOLTS: A325-N (steel to steel) A307 {embedded in concrete or masonry) MASONRY: Strength: fm = 1500 psi Reinforcing: Grade 60 CONCRETE: Strength: 2500 psi (used for design) FOR CONSTRUCTION: (See Spec.) Reinforcing: Grade 60 Cover Sheet.mcd Revised January, 2000 Page 1 of 1 ~ ~ • 1 Load Summary.mcd DESIGN LOADS: Roof Live load: =35.0 psf ROOF DEAD LOADS: Roof Dead Load: Shingles =2.50 psf Sheathing =2.00 psf Framing =3.00 psf Ceiling =2.50 psf Insulation =2.50 psf Misc =2.69 psf Total roof dead load: =15.0 psf WALL DEAD LOADS: Framing =1.50 psf Sheathing =2.25 psf Gyp. Board =2.50 psf Veneer =7.00 psf Misc =1.75 psf Total wall dead load: =15.0 psf Loads House.mcd Revised August 1999 Page 1 of 1 ~~ Wall -Header loading LOAD DESIGN CHART #5 (SEE DETAILS SIP-112 through SIP-114) R-CONTROL° STRUCTURAL INSULATED PANELS HEADER HEADER DEPTH SPAN ~~~ 3.8° 24" DEFLECTION L/480 L/3 L/240 L/ L/360 L/240 L/48 U360 L/24 ~ 0 4'-0" 524 703 7081 762 773' 773'- 837' 8371 8371 A D 6' - 0" 319 3741 3741 4661 4661 4667 5571 5571 5571 P L F 8~-0° 218 2481 2481 3511 3517 3511 4551 4551 4551 (1] LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE (3). (2] PLEASE REVIEW NOTES ON PAGE 3. Note; Details SIP-112a and 51P-112b are not illustrated here. Refer to R-Control SIP detail book. R-Control Do-All-Ply each side. R-Control SIP used os header. 8d Nails or 14 ga. I I~ ~ 7 7/2" staples ® 6" I I' ~ o.c. each side, top & i ~ I o `o botiom or equivalent. II ~.us ~ R-Control Do-AII-Ply ; ~ I~ ~ a.p ~ ° continuous. ' 1 li - ° u as , h rv~~ $N m 0 R-Control h h j o g s= a Do-AII-Ply I -O ° typical each side, ' ~' ~ ~ ° aU ° top & bottom. I ~N o %~ o I -~ I L - Panel P/idth I Seale: NTS uvdoeea s-\-99 R-Control® SIP TITLE: Header section=_ ND. (R-Control Panel) SIP-773 3 • NOTE: Diagram represents headers in a wall assembly. Headers may be any type, refer ko detail SIP-173: Minimurt dimensions ore not requiretl between openings, but the posts supporting the header must extend to the floor. Also, the bottom plats of the header must eztend to the outside of the post. IJpdvted 5-1-95 P.-Control® SIP TITLE: NC. Headers SIP-712 window and door openings. Numbers indicate sequencing for installation. NOTE: Diagram represents field/shop Refer to SIP-115 cut openings in o monolithic for connection of 2x's wall assembly. Splines may occur to 05(3 panel faces. above & below openings. Minimum panel dimension of 12 must be maintained over openings. See ISOMETRIC Header Lood Design Chart for SL°e: NT$ allowable loads. Ilpdetetl 5-1_99 R-Controls SIP 7iTLE siv wed oa Haoder ND. {auroa avu~e m~,d~son) SIP-714 R-Control SIP - infill below window openings. ISOMETRIC Scale: MS TABLE 1609.6.2.i(1) a a a ID W >r N O W Z 0 W Q U W W M !L O C3 131 n ~ 1[. O O .-. tt T Z Q tN W m m F J (S m Z Fes' J m a tt O LL N Q J -W- } {~ -z W W U tr O LL- Z Z Q - ~ M .-. N a0 aD V N N O~ "' h o N o ' ~ Ni _ D Q v r r b ~ h r ~p ~ ~i oo r t` ~ r r o. h r r ~ o ~ r -~ r ~ i ~ O J .! J M ~ t` [~ N h a0 ~O • 00 r N '~Y .. . N ~ 00 N C~ M O ~O CV ~O h- Hl .1 W ~D Q h " y . i Z O N H .+ tn N M h ~ t` h _ _ p . . r r ~ r „ r r r r r . r i r r r ~ r . r S h Q ~- Oi W O Oi M N ~ ~ ~p ~t .~-' N ~ N N N c G (~' ~ a Op ~ ..~ N ~ ~ , r >+ m O~ s O~ ~ O ~ .i s tn ~ 1 th .+ ("! + ~O N i - ~ m l) h » ~ ~ h r N ~ N - r h N O O M r r N M r ' ~-r r M r C N r r r l r r i r r r r r r r a r 'd _ N ~ 'v ,9 y4 1 , 1 • + ~ 1 ~ ~ p p h r1 ~O h p, '~ ~p M O a op oG = C O W N ~ ~ r r v' N b N ~ ~ :~ r r ~ M i r . t+~1 V' ~ r ~ 1 r r ~ p p ~ y, o ~o t : -~ p v~ oo p Q st o N ~ .r _ o ~ .~ cV V'1 <t .-r ri 0 o i r r m ~ t~ t r ~ .-. r i i ~ r r i ~i i D J N J Q s. ~ a ® w" 3U cn m oO h O OE M b ~ ~ N ~ ~C o _ ~ tr' O W C L~ ~ ~ ~ ~ ~ ~p ,-. h i ~ ~ o .-r r i O. N r r r r r r 7 ~ ? •.• •, •o ~ o~ rn 3 `o i 00 n 0o n ao oo. 00 00 0 c ?y ~ i - ~ o N ~ r ~ i = J r r ~ i ~ r r r ~ ~ ~ r N M ~' . ~ ~ N = i ~ ~ ~ ~O .-. h N oo N O. N ,... r i r r r :- C pp O: W .7 W T. O O N, ~ rD z o° r ~ r ~ . o; ~ . o .-, rn r Z vi . v h r h r ~ w ~ ~ a ~ o Q p - N b h N h ~O ~O N h h N '~! O -+ h ~O N N N 7 ~O O C ' C ~ y' O N .ti N N r~ J O O o U tb Q: h N N N st rr r. O oo ~ O 0 ~O r O~ ..r N ~ ,.-~ O~ ~ CV ® r r ~ it r ~ ~ r r 00 ; ~ -. r r .. ~ . .. r r .-r ~ ~ O o = N L y~ O~ vi ~ oo O~ [~ rn ~D N l: o0 0o O~ o0 m N .r .+ r+ ~-. h N ~ .hr N .~-~ N N N N N 1 0 ~ u 0 :: o ~ v ~ o 0 h p~ ~ o 0 h m~ ~ 0 ~ 0~ ~; ~ j o o ~ ~ o ~ . -. o o p o o c3 o 0 OZ C of N ~ p C m ~ m ~ ^ ai ~ ~ O N 3=Q a a e ¢ a a a 9 Q ryOj M 10+1 M M o M ~ ° O W m ~ ~ G ~ m m ' o z> +~ W t'a a = v h oo O a, ~ ~p , ~ r.. N .-, N .-. W ,.. .- a~~m m p t7 STRUCTURAL DESIGN ~ ~ .~~ r- J 0 fl J 1 ~~ V 3 D -'-~'' ~• ~~ ~! N N ~ Mcr' I .~. ti 0 Q ~ ~ ^ 3 ~ 9 r~ W .-... cal U N O C1' '~ ~. ~ N ~ ~ ~-' CJ M ,X1 ~ ~ ~ -' 0 ,l1 ~N l!. y 3Y2 20001NTERtdAT10NAL BU{LDIldG CODE® f w ~~ n o~-c.~~ s ~ s ~~~i~S~(~~~ ~. ~j . o b2- ~~r"' uscu c~c c ~,~_ t ~o~ . ~. 2. I - ~~r q ~t- ' ,~---yorr ---~- +"(b~-,`~~2Prxl2•oPeP) + ~6A ~~2.Sx~•6~,r, +(3FT-X~.2Pr~ ~2.g FCF~ r ~ ?i~r~42.~X1a 2- P'~xJ '~. `gyp ~~ ~.F S I ~ ~ `~o i off. wc~op _~ ~ca4 c~~ s l,~C,--t~t~t r~D~t~ ~--- ~,: ~,. ~ f-c-- Ust NUC Tam- I t~D~ • (o • Z ~Az.~~S ~6c~' fi~ 9ti- ~l~r ,k---8b~r --~c. =~ ~ ~~ ~ s • • Cu~o ~ ~~-s<<~ 2 ~-~' 2.5'~rr Z..Sfr = ~~ o Fes) ~ ~ ~ _ ,$`~sr~ = (,~ ~~ S ~v-oM~r ~ st(~rt~nr--c = = ~ ~ ~ ~~-- ~ ~s Q.~s ~s ~ ~ ~G~ ~ ~- ~ c.aZ-'~rz. s •. ~~ W ' c • MCE Gro und Mo onterminous 48 States Latitude = 43.826 ~ , Longitude = -111.78952 Period MCE Sa (sec) (%g) 0.2 ~ 050.8 MCE Value of Ss, Site Class B 1.0 ~ 016.5. MCE Value of S1, Site Class B Spectra l Parameters for Site Class D 0.2 070.6 Sa = FaSs, Fa = 1.39 ~- 1.0 ~ 035.3 Sa = FvS 1, Fv = 2.14 ~- Spectru m for Site Cl ass D Period MCE Sa (sec) (%g) 0.000 028.2 T = 0.0, Sa = 0.4FaSs 0.100 070.6 T = To, Sa = FaSs 0.200 070.6 T = 0.2, Sa = FaSs 0.500 070.6 T = Ts, Sa = FaSs 0.600 05$.9 0.700 050.4 0.800 044.1 0.900 039.2 1.000 035.3 T = 1.0, Sa = FvS1 1.100 032.1 1.200 029.4 1.300 027.2 1.400 025.2 1.500 023.5 1.600 022.1 1.700 020.8 1.800 019.6 1.900 018.6 2.000 017.7 ,g i S LATERAL ANALYSIS -SEISMIC BASE SHEAR - 2000 IBC BUILDING GEOMETRY Number of Stories: Dimensions & Dead Loads: PARAPET: STORY 4: STORY 3: STORY 2: STORY 1: DESIGN CRITERIA N := 1 (N = 4 max) Length Width L4 := 0•ft D4 := 0•ft L3 := 0•ft D3 := 0•ft L2 := 0-ft D2 := 0•ft L1 := 86•ft Dl := 50•ft x := 1.. N Spectral Response Acceleration: (Fig. 1615(5); p.341) (Fig. 1615(6); p.343) Site Coeffficients: (Table 1615.1.2(1); p.351) (Table 1615.1.2(2); p.351) Design SRA Parameters: (Eqn. 16-18; p.350) (Eqn. 16-19; p.350) Seismic Use Group: I (1616.2.1; p.354) short periods SS :_ .508 Fa = 1.39 Sds := 0.67•Fa Ss Sds = 0.473 Story Height Story DL h4 = 0•ft DL4:= 0•psf h3 := 0•ft DL3 := 0•psf h2 := 0•ft DL2 := 0•psf hl := 9•ft DLl := 15•psf Soil Site Class: D (Table 1615.1.1; p.350) (a 1-sec. period Sl :_ .165 Fv := 2.14 Shc := 0.67•F~ S1 Shc = 0.237 Seismic Design Category*: D cat := catD (1616.3; p.354) LATERAL SYSTEM: Wood Framed Shear Walls Response Modification Factor: (Table 1617.6; p.365) Importance Factor: (Table 1604.5; p.297) Fundamental Period (appx.): (Eqn. 16-39; p.361) (Table 1617.4.2; p.361) (1617.4.2; p.360) Fundamental Period: BUILDING WEIGHT `Design Category catA = 1 catB = 2 catC = 3 catD = 4 catE = 5 catF = 6 R := 6.0 Diaphragms: wd := DL •L •D x x x x - 1 Walls: wwx := DL X• 2x + DLw~x+1)• h(x+1) le :- 2 Story Weight: w := wd + ww •(2•L + 2•D x x x`` x x Ta:= 0.1•N Building Weight: W :_ ~~, Cu := 1.2 T := if ~Ta > Ta Cu, Ta Cu, Ta~ W = 82.86 k T=0.1 x Totai Height: hnx :_ ~ hi i=1 Wall DL DLw~N+1) '= 0•psf DLw4 := 0•psf DLw3 := 0•psf DLw2 := 0•psf DLwI := 15•psf Seismic Base Shear Revised Janua 2002 Pa e 1 of 3 u BASE SHEAR CALCULATIONS Seismic Response Coefficient: (1617.4.1.1; p.360) Design Response Coefficient: TOTAL BASE SHEAR: Vertical Distribution Distribution Exponent: (1617.4.3; p.361) Distribution Factor: (Eqn. 16-42; p.361) do Short Periods: (Eqn. 16-37; p.360) Csmin ~= 0.044•Sds'Ie Calculated: (Eqn. 16-35; p.360) _ Sds Cs. R ~~ tong Periods: (Eqn. 16-36; p.360) Shc Csmax ~= R C le) Ta Cs:= if(Cs <Csmin~Csmin~Cs) Cs := if(Cs > Csmax>Csmax~Cs~ Min. Cat. E & F: (Eqn. 16-38; p.360) 0.5- S 1 Csef ~= R1 Cs ~= Csef if (cat>_ 5)•(Cs <Csef) C~J Csef tf ~S1 >_ 0.6~•(Cs < Csef Cs otherwise Cs = 0.079 STRENGTH (Egn.16-34; p.359) V := Cs•W V = 65341b Cv := wx (~x\k x ~~N L~ L ~,x.l~'x)kJ x=1 ALLOWABLE (Egn.16-34; p.359) V Va :_ - 1.4 Va = 46671b k := 1 if T < 0.5 linterp(t1,k1,T) if 0.5 <_ T <_ 2.5 2 if T > 2.5 STORY SHEAR: STRENGTH ALLOWABLE (Egn.16-41; p.361) (Egn.16-41; p.361) F F := Cv • V x Fa = - x x x 1.4 STORY 4: = ~ 1b F _ ~ lb Fa 4 d STORY 3: F. _ ~ lb _ ~ lb Fa y STORY 2: F~ _ ~ lb Fay _ ~ lb STORY 1: Fl = 65341b 'Fal = 4b671b Seismic Base Shear Revised Janua , 2002 Pa e 2 of 3 s i ~ DIAPHRAGM FORCES Seismic Diaphragm Force: (Design Category A - C) (Eqn. 16-62; p.372) Seismic Diaphragm Force: (Design Category D - F) (Eqn. 16-65; p.374) Minimum /Maximum (1620.3.3; p.374) DIAPHRAGM FORCES: STORY 4: STORY 3: STORY 2: STORY 1: PERPENDICULAR TO L: PERPENDICULAR TO D: wd wd FpLl := 0.2•Ie•Sds• x + 2•ww ~ FpDl :_ ~0.2•Ie•Sds•~ x + 2•ww x ~ Lx xJ x L ~ Dx x)J N F. i i=x Fp :_ x N w. i=x Fpminx := 0.15•Sds'le Fp := if (Fp < Fpmin , Fpmin , Fp 1 x `\ x x x x/ Fp := if (Fp > Fpmax , Fpmax , Fp 1 ` x `\ x x x x/ wd FpL2 := Fp x + 2 • ww x xl L xl x J FpL := FpLI if cat _< 3 x x FpL2 if cat >_ 4 x Fpmaxx:= 0.3•Sds'Ie FpD2x := Fpx• ~ wax + 2 •wwx ' \ Dx l FpD := FpD 1 if cat <_ 3 x x FpD2x if cat >_ 4 ALLOWABLE FpLx FpL z :_ 1.4 FpLa~ _ ~ plf FpLa, _ ~ plf FpLa2 = ~ plf FpLal = SO plf ALLOWABLE FpDx FpDax :_ 1.4 Fp~Da~ _ ~ plf FpDa_, _ ~ plf FpDa,, _ ~ plf FpDai = 80p1f NOTE: forces added from offsets or changes in stiffness of the vertical resisting elements need to be added to the diaphragm design, see (1620.1.5; p.372) & (1620.3.3; p.374). Seismic Base Shear Revised Janua , 2002 Pa e 3 of 3 .~ • ~-. ~ ~ mac- -~• ~~ l 2 ~~-tSM,IC~' ~ U(~ ~~5 W~N~~. __---~ '~ ~~ ~~S -~ 5b~o ~s r~ ~ = 3o Pc.F F b~. " -7 ~ ~c.~ 0 ~-- 2~~ ~5 ~ 2~~ ~.~ S ~~~v~S l2 3 M LATERAL ANALYSIS -WOOD DIAPHRAGM DESIGN - 2000 IBC STORY GEOMETRY Diaphragm Dimensions: Applied Diaphragm Forces: (from base shear calculator) Vertical Resistance: (number of lines) Horizontal Space: (between resistance lines) DIAPHRAGM DESIGN Diaphragm Shear: Length L := 86•ft PERPENDICULAR TO L FpLa := 50-plf (ALLOWABLE) n := 2 (n = 5 max) 1f~:=0•ft i:= l..n 11 := 8b•ft - Betw. VL1 &VL2 12 := 0-ft - Betw. VL2 &VL3 13 := 0•ft - Betw. VL3 &VL4 1 := 0•ft - Betw. VL4 & VL5 4 l := 0 ft k := 0 .. n n lk v FpLa•- 2 vLi := if~vli ~ vl(i-1)'vl(i-1>'v1J VL. Vl.:_ - D V11 - 43 plf V12 = 43 plf Vl, = ~ plf V14 = ~ plf Vl~ _ ~ plf ROOF Width D := 50•ft PERPENDICULAR TO D FpDa := 80•plf (ALLOWABLE) m := 2 (m = 5 max) d~~ ~ (~.ft j := l..m di :_ 5u•ft - Betw. VD1 &VD2 d2 := 0•ft - Betw. VD2 &VD3 d3 := 0•ft - Betw. VD3 &VD4 d4 := 0-ft - Betw. VD4 & VD5 d := O fit p := O.. m n d vdp := FpDa• VD.:= if vd. 5 vd . ,vd . ,vd L ~ c~-n c~-l~ ~I uD. Vd.:= ~ 1 L Vdl = 23 plf Vd~ = 23 plf Vd = ~ plf Vd~ _ ~ pIf Vd~ _ ~ plf Bending, Openings, Deflections: Roof diaphragm constructed of 7/16" plywood and nailed with 8d nails at 6" o.c. panel edges, 12" o.c. in panel field, will provide lateral allowable capacity of 230 plf which exceeds the roof diaphragm force calculated above. ~~ Wood Dia hra m Desi n Revised Janua 2002 Pa e 1 of 1 • ~ ~~ LATERAL ANALYSIS -1 STORY WOOD SHEAR WALL DESIGN - 2000 IBC LINE 1 and 2 STORY 1 PIERS Length Height Tributary # Piers in Shear Line: nl := 4 (n = 8 max) 1: Story Shear: Fal = 7.3•k (Allowable) 2: Shear Attributed To Line: Val := 3.65k (Allowable) 3: Story DL: DLl := 15•psf 4: Wall DL: DLwl := 15•psf 5: Story Length & Width: L1 := 86•ft Dl := 50•ft 6: Story Height: hl := 9•ft 7: Sill Plate Length: Lsl := 30•ft 8: REDUNDANCY 10 Max. Element-Story Ratio: rmax := Val lw . lw~ (1617.2.2; p.359) l ~11 1 Fal Redundancy Factor: p 1 := 2 - "" (Eqn. 16-32; p.359) rmaxl• L1-Dl P1 ~= if(P1 ~ 1.0,1.O,if(P1 >_ 1.S,1.S,P1)~ P1=1 111 := 11.5•ft hll := 9•ft tll := 6•ft 112 := 4•ft h12:= 9•ft t12 := 6•ft 113 := 4•ft h13 := 9•ft t13 := 6•ft 114:= 11.5•ft h14:= 9•ft t14:= 6•ft 115 := 0•ft hls := 9•ft tls := 3•ft 116 := 0•ft h16:= 9•ft t16 := 0•ft 117 := 0•ft h17:= 0•ft t17 := 0•ft 118 := 0•ft h18 := 0•ft t18 := 0•ft lwl := 4•ft (smallest pier length) SHEAR CALCULATIONS ANCHOR BOLTS P1•Val P1•Val Unit Shear (for walls): vl := Unit Shear (for bolts): vbl :_ ~11 Lsl OVERTURNING CALCULATIONS it := l..nl 1/2 bolt in 1 1/2 sill: ~~ s 0 5 ~_ (615•lb)•1.33 vbl P1•Val•hl Overturning Moment: Mol. :_ •I1. it ~ ~11 I ~1 5/8" bolt in 1 1/2" sill: s0.625 ~ (878•lb)•1.33 _ vb l llil llil Resisting Moment: Mrlil := 0.67• rDLI•tlil)•llil• 2 + (DLwl•hlil)•llil• 2 Nominal Overturning: Mlil := Molil - ~lil Mlil Tension at Pier Ends: T1. :_ ~1 llil DEFLECTION CALCULATIONS Wood Shear Wall Desi n Revised Janua , 2002 Pa e 1 of 2 ~ ~ ~~ .~ . SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 lwl r := 2 - r = 0.889 as per (57) of Utah ammended code hl r:= if(r> 1.0,1.O,r) Unit Shear Uplift vl - - 132p1f Pier 1: T11 = 1931b r Pier 2: T1~ =7581b SHEAR WALLS Pier 3: T13 = 7581b 5 1/2" core R-Control Structural Pier 4: Tl = 19316 4 Insulated Panels with 7/16" sheathing Pier 5: TL = ~ 16 have racking shear design loads of 335 plf... ok pier 6: T1 = ~ lb c, Pier 7: T1~ _ ~ lb Pier B: T1~=alb ANCHOR BOLTS 1/2" A.Bolts 5/8" A.Bolts 50.5 = 81 in sp.6~~ = 115 in USE: 1/2" dia. x 10" J-bolts Spacing = 32" o.c. HOLD DOWN Pier Deflection NONE HPAHD22 HPAHD22 NONE Wood Shear Wall Desi n Revised Janua , 2002 Pa e 2 of 2 5 ~ s LATERAL ANALYSIS - 1 STORY WOOD SHEAR WALL DESIGN - 2000 IBC LINE A STORY 1 PIERS Length Height Tributary # Piers in Shear Line: nl := 3 (n = 8 max) 1: Story Shear: Fal := 5.1•k (Allowable) 2: Shear Attributed To Line: Val := 2.52k (Allowable) 3: Story DL: DLl := 15•psf 4: Wall DL: DLwI := 15•psf 5: Story Length & Width: L1 := 86•ft Dl := 50•ft 6: Story Height: hl := 9•ft 7: Sill Plate Length: Lsl := 30•ft 8: REDUNDANCY Max. Element-Story Ratio: (1617.2.2; p.359) Redundancy Factor: (Eqn. 16-32; p.359) 10 Val lw1 rmaxl:= lwl• ~11 Fal P1:=2- rmaxl• Ll-Dl P1 ~= if~Pl ~ 1.0,1.O,if(P1 >_ 1.S,1.S,P1)) P1=1 111 := 18.5•ft hll := 9-ft tll := 6•ft 112 := 30•ft h12 := 9•ft t12:= 6•ft 113 := 18.5•ft h13 := 9•ft t13 := 6•ft 114:= 0•ft h14 := 9•ft t14:= 6•ft 115 := 0•ft hls := 9•ft tls := 3•ft 116:= 0•ft h16:= 9-ft t16:= 0-ft 11~ := 0•ft hl~ := 0•ft tl~ := 0-ft 118 := 0•ft h18 := 0•ft t18 = 0•ft lwl := 18.5•ft (smallest pier length) SHEAR CALCULATIONS ANCHOR BOLTS P1•Val P1•Val Unit Shear (for walls): vl := Unit Shear (for bolts): vbl :_ ~11 Lsl OVERTURNING CALCULATIONS it := l..nl ~~ 1/2" bolt in 1 1!2 sill: s (615.1b)•1.33 0 5 .= / vb 1 I P1•Val•hll Overturnin Moment: 9 - Molil . ~ ~11 J llil 5/8 bolt in 1 1/2" sill: ~~ s (878•lb -1.33 ) 0 625 ~_ Bb l I1. 1 11. 1 Resisting Moment: Mrlil := 0.67• (DLl•tlil)-llil• Z + (DLwl•hlil)•llil- 2 Nominal Overturning: Mlil := Molil - ~lil Mlil Tension at Pier Ends: Tl. :_ it llil DEFLECTION CALCULATIONS ~4~ Wood Shear Wall Desi n Revised Janua 2002 Pa e 1 of 2 . w ~ ~ ~~ SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 lw I r := 2 - r = 4.111 as per (57) of Utah ammended code hl r:= if(r> 1.0,1.O,r) Unit Shear °1 - = 3 8 plf _i- SHEAR WALLS 5 1/2" core R-Control Structural Insulated Panels with 7/16" sheathing have racking shear design loads of 335 plf... ok ANCHOR BOLTS 1/2" A.Bolts sp.5 = 117 in USE: 1/2" dia. x 10" J-bolts Spacing = 32" o.c. Uplift HOLD DOWN Pier 1: T11 = -10561b NONE Pier 2: 'T12 = -19231b NONE Pier 3: T13 = -10561b NONE Pier 4: Tla = ~ Ib Pier 5: T15 = ~ lb Pier 6: T1£ _ ~ Ib Pier 7: T1~ _ ~ Ib Pier 8: T1~ _ ~ Ib 5/8" A.Bolts !0.625 = 167 in Pier Deflection Wood Shear Wall Desi n Revised Janua , 2002 Pa e 2 of 2 ._ 1t ~ LATERAL ANALYSIS -1 STORY WOOD SHEAR WALL DESIGN - 2000 IBC LINE B STORY 1 PIERS Length Height Tributary # Piers in Shear Line: nl := 8 (n = 8 max) 1: Story Shear: Fal := 5.1•k (Allowable) 2: Shear Attributed To Line: Val := 2.52k (Allowable) 3: Story DL: DLl := 15•psf 4: Wall DL: DLwl := 15•psf 5: Story Length & Width: L1 := 86•ft Dl := 50•ft 6: Story Height: hl := 9•ft 7: Sill Plate Length: Lsl := 30•ft 8: REDUNDANCY l0 Max. Element-Story Ratio: rmax := Val lw • lw~ (1617.2.2; p.359) 1 ~11 1 Fal Redundancy Factor: pl := 2 - `"" (Eqn. 16-32; p.359) rmaxl• L1•Dl P1 -= if(P1 ~ 1.0,1.O,if~P1 _> 1.S,1.S,P1)~ 111 := 4.5•ft hll := 9•ft tll := 20•ft 112 := 9•ft h12 := 9•ft t12:= 20•ft 113 := 4.5•ft h13 := 9•ft t13 := 20•ft 114 := 3•ft h14:= 9•ft t14:= 6•ft 115 := 3•ft h15 := 9•ft t15 := 6•ft 116 := 3-ft h16 := 9•ft t16:= 6•ft 117:= 3•ft h17:= 9•ft t17:= 6•ft 11g := 3•ft hl8 := 9•ft tl8 := 6•ft lwl := 3•ft (smallest pier length) P1=1 SHEAR CALCULATIONS ANCHOR BOLTS pl•Val P1•Val Unit Shear (for walls): vl := Unit Shear (for bolts): :_ vb ~11 l Lsl OVERTURNING CALCULATIONS it := l..nl 1/2' bolt in 1 1/2" sill: s (615•lb)•1.33 0 5 = vbl P1•Val•hl 1 Overturning Moment: Molil :_ •llil ~11 5/8" bolt in 1 1/2" sill: s = (878•lb)•1.33 0.625 • vb / \ l llil llil Resisting Moment: Mrl. := 0.67• rDL -tl. )•11. ~1 ` 1 it it - + ~DLw •hl. )-11. 1 it it - 2 2 Nominal Overturning: Mlil := Molil - ~lil Mlil Tension at Pier Ends: T1. :_ it llil DEFLECTION CALCULATIONS lg Wood Shear Wall Desi n Revised Janua 2002 Pa e 1 of 2 ,~. ! SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 lw 1 r := 2 - r = 0.667 as per (57) of Utah ammended code hl r:= if(r> 1.O,1.O,r) Unit Shear vI - = 115p1f r SHEAR WALLS 5 1/2" core R-Control Structural Insulated Panels with 7/16" sheathing have racking shear design loads of 335 plf... ok ANCHOR BOLTS 1/2" A.Bolts 50.5 = 117 in USE: 1/2" dia. x 10" J-bolts Spacing = 32" o.c. Uplift HOLD DOWN Pier 1: Tl l = 321b NONE Pier 2: Th = -624 7b NONE Pier 3: T13 = 321b NONE Pier 4: T14 = 4611b NONE Pier 5: T15 = 461 lb NONE Pier 6: T16 = 461 1b NONE Pier 7: T17 = 4611b NONE Pier 8: Tlg = 461 lb NONE 5!8" A. Bolts 50.625 = 167 in Pier Deflection i~ Wood Shear Wall Desi n Revised Janua 2002 Pa e 2 of 2 J, ~ ` • Preliminary Footings and Foundation Design Assumed soil bearing pressure: Continuous wall load F1: Exterior wall cont. footings: wl w:=- w=8.31 in P p := 2000•psf wl :_ (35 + 15)•25•plf + 9.15•plf use 20" x 12" x cont. w/(2} #4 cont 9 Footings.mcd Revised June, 1999 Page 1