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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 05-00142 - Madison Ridge Chiropractic - New BuildingZ .~ O = ~ ~ m W R1 ~ c ~ rn v ~ ^~ z v N -. 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D ' -~- - i j I I m i ~ I j D ~ Z N '. ~ i0 ip i ~~ F' -i ' ~I I ~ - iN 1... .. ____. _____..__. ~ !ry .___.._ , _l.. < ~ ; , - .Q , v ~_ O ~~ ~, CITY OF RExBUR~ AAAERICA5 FAMQ.Y COMMUNITY Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Name and Address of Owner: Contractor: Special Conditions: Occupancy: 05 00142 15 Summit Dr Doctor's Office Type V-N, Unprotected Madison Ridge Chiropratic No ~Jrw & Associates 1152 Bond Ave Rexburg, ID 83440 J.R.W. Associates % John Watso 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 tees inspected on the date listed vies found to be in compliance vuth the requirements ofthe code for the group and division of occupancy and the use for tnhich the proposed occupancy taas classified. Date C.O. Issued 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 Department: Fire State of Idaho Electrical Department (208-356-4830):-~ CITY OF REXB URG • BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 Please 05 00142 208-359-3020 X326 If the quest JRW ~ ASSOC Madison Ridge Chiro PARCEL NUMBER: ~ ` -`~~Y ~ ~ Q SUBDIVISION: ~l~~`{ (~,~ ~~, UNIT# BLOCK# ~» LOT# OWNER: ~,,,1~ ~..~ CONTACT PHONE # ~fi"j~- 2~oR' PROPERTY ADDRESS: ~ p q (~ ~,Q. ~ ~,~,`t p~ v~ PHONE #: Home ( ) Work ( ) ~j ~R~23oq Cell » ( )_'310 2GG7 OWNER MAILING ADDRESS: ~jS7 ~o~flCITY: C QiG STATE: ~~ ZIP:~i~y_ 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 CITY: STATE; ZIP PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR: ..~ ~4taC, PHONE: Home# Work# `l•23a9Cell# Or~IG~ MAILING ADDRESS: ~~~Z ~ti(Q CITY ~Ea~ak~.t. STATE ZIP How many houses are located on this property? Did you recently purchase this property? N es yes give owner's name)~~~~3SoG . Is this a lot split yES (Please bring copy of new legal description of property) PROPOSED USE: ~o Nl~GI,¢{,-.., (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 r yoke a permit on proval issued under the provisions of the 2000 International Code in cases of any false stateme isrep sentation off e applicati or on the plans on which the permit or approval was based. Permit void if not st d with' 18 ays. Permi i irk sops r 180 days. A ~ of Owner/Applicant ~ / /~ /~ DATE DARNING -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 Rezburg'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** ~ A~ ~~~ - aa'1 I 2 Please complete the e>~re A lication! ~ pp If the question does not apply fill in NA for non applicable NAME Ni ArPISo ti( ~ (0~ ~' Gf~ l ~ Prt~c~-IC. PROPERTY ADDRESS _~pq~o ~Q;~n,~{ '~(U~ Permit# SUBDIVISION i/A-t,L~"~( 1~(Q6c Dwelling Units:_ ~ Parcel Acres: ~ 8, ~ ~ s4 . ~ T. SETBACKS FRONT l ~ SIDE O SIDE O BACK Q Front Footage (if applicable) Storm Water Length SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area_~ Second floor/loft area Third floor/loft area Shed or Barn Remodel (Need Estimate) $ Water Meter Count: ~ ~i~ PL UMBI~VG Unfinished Basement area j Ci ~ `~ Finished basement area Garage area Carport/Deck (30" above grade)Area Water Meter Size: ; '~y " Plumbing Contractor's Name: ~~jCP~cl~2G ~(~(,~,vKRjJn,((,• Business Name: Address 12~i1C (lju/L!o State Contact Phone: ( ) ~yg(,- S?7O Business Phone: ( ) Zip FIX~'URE COUNT (including roughed fixtures) 1~ /~' Clothes Washing Machine + 7 ~- Sprinklers ~ /k Dishwasher ~ Tub/Showers ~~ Floor Drain 2 Toilet/LTrinal lu ~` Garbage Disposal ~ Water Heater ~~r Hot Tub/Spa N 1k- Water Softener ~_ Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ '~ (Commercial Only) Signature of Licensed Contractor License number D to The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 4 ,~ ~ • Please complete the entire A lication! pp If the question does not apply fill in NA for non applicable NAME M P~1 ~ra~ rZ I C~,~-(~o P~ Ac~'t L PROPERTY ADDRESS 60~(v ~Q•i (lycr~l [J(L(vE. Permit# SUBDIVISION 1/t~rLG~`f l,~(~ ~,~ MECHANICAL Mechanical Contractor's Name: ~L~~GI/t!y ~(if•UM fJ G!J ~ Business Name: Address ~t~ State Zip Contact Phone: ( ) ~~ - ~j7?c~ Business Phone: ( ) Mechanical Estimate $_ ~3~ Cj~ O (Commercial/Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace/Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas-fired appliance Incinerator System Boiler Pool Heater Similar fixtures or Appliances Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that appl Gas it Coal Fireplace Electric Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. S gnature of Licensed Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 5 ~~~~ ~~~ ~,n of i ~ R~BC.IR~ ARttERKA'S FAMILY CC~MMUNtTY rcexourg,iaano a~4ao Fax:208-359-3024 www.rexburo org cdd@rexburg.org APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO -APPLICANT INFORMATION: BUSINESS NAME: M,b.D~~ntil, OFFICE ADDRESS: CL ,2C~ city OFFICE PHONE NUMBER: CONTACT PERSON: vt~n[nt~( APPROVED BY: D~1 G4-o $3 ¢~ State Zip ~~s~ CELL PHONE # ~ o-2~v~ `? ( ) 9 -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: lo~ilo ~(Lt {~otil p~~rV~ BUSINESS NAME WHERE WORK WILL BE DONE: MA-otso+~ (Lc DoE L1-N~o p/~a~r7'~ DATES FOR WORK TO BE DONE: MaY `D ti TO SCAT', o y'" CONTACT PERSON: ~'~~-'~~' ~-0~150~( PHONE NUMBER: ( ) CELL # ( ) ~ qp- fi"9G ~i 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 ^ TEM~ORARY ME~J~RANE S~UCTURES, TENTS, AND CANOPIES ~-, ~ `~ 0 0 (CANTS IG ATURE D TE 6 ,~ . • ~ SUBCONTRACTOR LIST Excavation & Earthwork: ~~iP~7`Q Concrete: ~(/~G (G ~pG (G. Masonry: ~ 4~ ~ (''2 ~sa~( (L `~ Roofing: (~~ j So ~.~ ~ ~1,~! U Insulation:~~6 ~ j~Suc.~"~vr( Drywall: ~~GGJ ~ ~-; SoG , Painting:_ ~ ~-~(J 5 ~,4-~~c~"'(.cc ~ Floor Coverings: ~/-~t,f~ ~, ~~ ~ ~~~,o /L. S Plumbing: Heating: G ~(~ r~!!t! ~ ~~ ',c~ CP Electrical: ~-~~~ J~( G Special Construction (Manufacturer or Supplier) Roof Trusses: ~ ~"t G Floor/Ceiling Joists: ,~ J~'C G Siding/Exterior Trim: ~li4~j! 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I* . . .~ _p _ . . . . ~ -~-r,- - ~ ' i ~N ~ F-p ~ _ ~ _ ~ ~- \g r i gym. ~ c ~ y . . _ ~_ I _ ~ __ _u ~_ ~ __ __~ z 1TM a. ~S? . . •~n~6r _ _ _ _ ~ i 52'-8• 0 y~ R V ;; m r ,, , N KUJtI:'1': Roderick Chiropractic Rexburg, Idaho PROJECT No: 05212 CLIENT: JRW & Associates DATE: April 26, 2005 Sheet Index • 0500142 JRW & Assoc Madison Ridge Chiro Basis For Design ....................................................... 1-2 Roof Analysis ....................................................... 3-9 Floor Analysis ....................................................... ] 0-11 Wall and Column Analysis ....................................................... 12-15 Lateral Analysis ....................................................... 16-31 Foundation Analysis ....................................................... 32-38 T~ T- • • BASIS FOR DESIGN DESIGN CODE: 2003 IBC DESIl3N CRITERIA: wind speed 90 MPH Exp.B seismic category p allowable soil bearing pressure 2000 psf DES16N LOADS: FLOOR: floor cover 4.5 3/4" plywood or OSB 2.5 5/8" gypboard (wood suspension) 4.6 wood I•joists at 16" o.c. 3.5 mech./elec./misc. 4,9 D.L.= 20.0 psf L.L.= 70 psf FLAT ROOF: 10" batt insulation (R•30) 3.5 5/8" plywood or OSB 3,0 prefab wood trusses at 24" o.c. 3.5 standing seam roof 3.0 acoustical the (metal suspension) 2,5 mech./elec./misc. 4.5 D.L.= 20.0 psf L.L.= 35 psf EXTERIOR WALLS: W/ ~/~ ck Veneer 2x wood studs at 24" o.c. p,g 1/2" plywood or OSB 2,0 4" Brick Veneer 40.0 5/8" gypboard (wood suspension) 4.6 6" batt insulation (R•25) l.g mech./elec./misc. 3.0 52.2 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi <==drifting Project Name: Project#: Initials: Date: Sheet: / -~ ~~ BASIS FOR DESIGN • DE516N CODE: 2003 IBC DESIGN CRITERIA: wind speed 90 MPH Exp.6 seismic category p allowable soil bearing pressure 2000 psf DESI[iN LOADS: FLOOR: floor cover 4.5 3/4" plywood or OSB 2.5 5/8" gypboard (wood suspension) 4.6 wood I•joists at 16" o.c. 3.5 mech./elec./misc. 4.9 D.L.= 20.0 psf L.L.= 70 psf FLAT ROOF: 10" Batt insulation (R•30) 3.5 5/8" plywood or OSB 3.0 prefab wood trusses at 24" o.c. 3.5 standing seam roof 3.0 acoustical the (metal suspension) 2.5 mech.!elec./misc. 4.5 D.L.= 20.0 psf L.L.= 35 psf <--drifting EXTERIOR WALLS: ~/o $r;~ k veneer 2x wood studs at 24" o.c. p,g 1/2" plywood or OSB 2,0 Metal Siding 1.3 5/8" gypboard (wood suspension) 4.6 6" batt insulation (R-25) l,g mech./elec./misc. 3.0 13.5 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi Project .Name: Project #: Initials: Date: Sheet: • • WOOD BEAM ALLOWABLE STRESS DESIGN OM MARK: BMA Loads ReaCt I0n5 (Ibs) Span (ft): 5.5 (PSf1 LL (psf) R(P flL trib (ft) wTL (plt) wLL (plf) Left Right Lu (ft): 2.0 roof 20 35 35 31 1705 1085 1705 1705 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 2984 2984 LL LL def. < L/ 360 floor 0 0 0 0 0 0 4689 4689 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOW (plf): 17D5 1085 M (Ib-ft): 6447 LL Red. (Y/N)?: N DL LL Comments P rr LoW (Ibs): 0 0 from left end: 0.0 No. of MlcROUMS: 3 B C F G (3) 2x 12 3.1/8 x 9 (3) 1-3/4x 7.250 (2) 1.3/4 x 7.25 b (psi) (~ d: 92 182 144 216 fb (psi): 815 1834 1682 2523 ATL (in): 0.04 0.10 0.11 0 17 AD (in): 0.01 0.04 0.04 . 0 06 span/A: 1606 642 596 . 397 Beam Selection (A - F ): G en:A use: cz~ : -z/a x ~.zs BM MARK: BMBI Loads Reactions (Ibs) Span (ft): 8,5 DL (Psfl LL (psf) Red.LL (Ps0 trib (ft) wTL (PIS wLL (plf) Left Right Lu (ft): 2.0 roof 20 35 35 10 550 350 850 850 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 1488 1488 LL LL def. < L/ 360 floor 0 0 0 0 0 0 2338 2338 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w uniFOnM LoW (plf): 550 350 M (Ib-ft): 4967 LL Red. (Y/N)?: N DL LL Comments P Pr. LoW (Ibs): 0 0 from left end: 0.0 No. of Mlceourns: 3 B F G (3) 2x 10 (3) 1.3/4x 7.250 (2) 1-3/4 x 9.25 fv (psi) @ d: 69 79 89 fb (psi): 929 1296 1194 ATL (in): 0.14 0.20 0.15 eD (in): 0.05 0.07 0.05 span/A: 750 500 693 Beam Selection (A • F ): G ante r u9E: (21 1-3/4 x 9.23 BM MARK: Bft762 LOads Reactions (Ibs) Span (ft): 8.5 D O LL (psf) flL trib (ft) R(P wTL (plf) wLL (plt) Left Ri ht S ( S g Lu (ft): 2.0 roof 20 35 35 17 935 595 1445 1445 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 2529 2529 LL LL dei.< L/ 360 floor 0 0 0 0 0 0 3974 3974 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w uNiFOaM LoW (plf): 935 595 M (Ib-ft): 8444 LL Red. (Y/N)?: N DL LL Comments P a,. LoW (Ibs): 0 0 from left end: 0.0 No. of mlcROUMS: 3 C F G 3-1/8 x 9 (3) 1 3/4x 7.250 (2) 1-3/4 x 9.25 iv (psi) ~ d: 175 134 151 ~ (Psi) 2402 2203 2030 ATL (in): 0.32 0.35 0.25 AD (in): 0.12 0.13 0.09 span/A: 317 294 407 Beam Selection (A - F ): G areea usE: ezi :-a/a x s.zs y 03SS6m 05.1 Roderick Chiro ractic Initials: Job #: Beam Deflection Limits: Span Length (L): 8.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 LOAD COMBINATIONS Uniform Loads: One Two Three Four Five Dead Load (psf): 20 Live Load (psf): Tributary Width (ft): 14 Uniform Concentrated Loads: Dead Load (psf): Partial Loads: One Two Three Four Five L' Dead Load {psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): ~oncemratea Loads: Dead Load (kips): Live Load (kips): Begin from Left (ft): 35 35 0 5 5 8 14 8 14 8 ive Load (psf). Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): MATERIAL PROPERTIES Material Type: PSL or LVL _ Grade: 1.8E ES Size: 3.5 x 9.25 10.10 PLF Allowable Bending: Allowable Shear: Modulus of Elasticity: Fb = 2500.00 psi Fv = 290.00 psi E = 1800000 psi SECTION PROPERTIES NDS FAC TORS Depth: 9.25 in Load Duration: Cd = 1 00 Width: 3.50 in Repetitive Member: Cr = . 1 00 Area: 32.38 inz Wet Service: Cm = . 1 00 Inertia IX: 230.84 in° Temperature: Ct = . 1 00 Inertia ly: 33.05 in° Size: CF = . 1 03 Modulus Sx: 49.91 in3 Buckling Stiffness: CT = . 1 00 Modulus Sy: 18.89 in3 Beam Stability: CL = . 0.992 Fb* = 2900 FbE = 21167 Slenderness Ratio: RB = 6.11 KbE = 0.439 RESULTS: CALCULATED vs. ALLOWABLE Beam Reactions: Total Dead Live Left Reaction (RI): 4.24 1.61 2.63 kips Right Reaction (Rr): 4.67 1.91 2.76 kips Calculated Stresses and Deflections: Maximum Moment (M): 11.43 k*ft Bending Stress (fb): 2748.89 psi Max Shear Force (V @ d): 4.23 kips Shear Stress at d (fv): 196.06 psi Dead Load Deflection: 0.113 in U 849 Live load Deflection: 0.180 in U 534 Total Deflection: 0.293 in U 328 Interaction Convergence Tolerance: 1.p~/, Allowable Stresses and Deflec tions: Unity Check Max Allowable Moment (Ma): 12.32 k*ft Bending Stress (Fb): 2961.71 psi 0.93 o.k. Shear Force V @ d: 6.26 kips Shear Stress at d (Fv): 290.00 psi 0.68 o.k. Dead Load Deflection: 0.533 in 0.21 o.k. U 180 Live Load Deflection: 0.267 in 0.67 o.k. U 360 Total Deflection: 0.400 in 0.73 o.k. L/ 240 Project Name: Project #: Initials: Date: Sheet: c 22-Apr-05, 02:16:08 PM J BEAM CONSTRAINTS _ ~ ALE BEAM AND JOIST ANALYSI~ Project Name: Roderick Chiro ractic Initials: Job #: BeamlJoist Mark: BMB4 BEAM CONSTRAINTS Beam Deflection Limits: Span Length (L): 8.00 ft DL Deflection: L/ 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 LOAD COMBINATIONS Uniform Loads: Dead Load (psf): Live Load (psf): Tributary Width (ft): Partial Loads: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): Concentrated Loads: Dead Load (kips): Live Load (kips): Begin from Left (ft): MATERIAL PROPERTI One Two Three Four Five 20 I 16.5 I I I T-~ One Two Three Four Five 35 0 4 16.5 16.5 nna Tu Tti.e~ r..... Uniform Concentrated Loads: Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): 0.825 - __ _ Vcvc11 CI Idl iVinE3 EE:f1 1.450 4.00 Material Type: PSL or LVL Grade: 1.8E ES Size: 3.5 x 9.25 10.10 PLF Allowable Bending: Fb = 2900.00 psi Allowable Shear: Fv = 290.00 psi Modulus of Elasticity: E = 1800000 psi ~~~ i wrv rrcc~rtrt I Its NDS FACTORS Depth: 9.25 in Load Duration: Cd = 1 00 Width: 3.50 in Repetitive Member: Cr = . 1 00 Area: 32.38 inz Wet Service: Cm = . 1 00 Inertia Ix: 230.84 in° Temperature: Ct = . 1 00 Inertia ly: 33.05 in4 Size: CF = . 1 03 Modulus SX: 49.91 in3 Buckling Stiffness: CT = . 1 00 Modulus Sy: 18.89 in3 Beam Stability: CL = . 0.992 Fb* = 2900 FbE = 21167 Slenderness Ratio: RB = 6.11 KbE = 0.439 RESULTS: CALCULATED vs. ALLOWABLE Beam Reactions: Total Dead Live Left Reaction (RI): 4.23 1.77 2.46 kips Right Reaction (Rr): 3.08 1.77 1.30 kips Calculated Stresses and Deflections: Maximum Moment (M): 9.58 k*ft Bending Stress (fb): 2303.47 psi Max Shear Force (V @ d): 3.52 kips Shear Stress at d (fv): 163.23 psi Dead Load Deflection: 0.112 in L/ 857 Live Load Deflection: 0.129 in U 746 Total Deflection: 0.241 in U 399 Interaction Convergence Tolerance: 1.p~/, Allowable Stresses and Deflections: Unity Check Max Allowable Moment (Ma): 12.32 k*ft Bending Stress (Fb): 2961.71 psi 0.78 o.k. Shear Force V @ d: 6.26 kips Shear Stress at d (Fv): 290.00 psi 0.55 o.k. Dead Load Deflection: 0.533 in 0.21 o.k. U 180 Live Load Deflection: 0.267 in 0.48 o.k. L/ 360 Total Deflection: 0.400 in 0.60 o.k. L/ 240 ect Name: Project #: Initials: Date: Sheet: 22-Apr-05, 02:20:46 PM r ~ • • WOOD BEAM - ALLOWABLE STRESS DESIGN BM MARKt BMC Loads Reactions (Ibs) Span (ft): 13 5 DL LL (psf) Red.LL trib (ft) wTl (pIf) wLl (pIf) Left Right . (psfl fpsf) Lu (ft); 2.0 roof 20 35 35 11 605 385 1485 1485 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 2599 2599 LL LL def. < L/ 360 floor 0 0 0 0 0 0 4084 4084 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM~OAD (pIf): 6D5 385 M (Ib-ft): 13783 LL Red. (Y/N)?: N DL LL Comments P Pr.:oAb (Ibs): 0 0 from left end: 0.0 No. of MlcROUnls: 3 C D E F G 3-1/8 x 12 5.1/8 x 10 1/2 6.3/4 x 9 (3) 13/4x 11.250 5.1/8 x 13.5 fv (psi) ~ d: 139 99 90 89 74 fb (psi): 2205 1756 1815 1493 1062 eTL (in): 0.56 0.51 0.61 0.38 0.24 DD (in): 0.20 0.18 0.22 0.14 0.09 span/e: 290 319 264 424 678 Beam Selection (A • F ): G eMC use: 3-1 /e x 1 3.3 BM MARK: BMDl Loads Reactions (Ibs) Span (ft): 12.0 (Psfl LL (psf) R(Ps~l trib (ft) wTl (pIf) wl~ (plf) Left Right Lu (ft): 2.0 roof 19 35 35 2.5 135 87.5 285 285 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 525 525 LL LL def. < L/ 360 floor 0 0 0 0 0 0 810 810 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w uNiFOaM Moab (pIf): 135 87.5 M (Ib-ft): 2430 LL Red. (Y/N)?: N OL LL Comments P PT. LOAD (Ib5): O 0 from left end: 0.0 No. of MlcaoLAMS: 3 A B F G (2) 2 x 10 (3) 2x 8 (3) 13/4x 5.500 (1) 13/4 x 7.25 tv (psi) ~ d: 38 33 39 86 fb (psi): 682 740 1102 1902 eTL (in): 0.20 0.28 0.46 0.60 eD (in): 0.07 0.10 0.16 0.21 span/e: 724 523 316 241 Beam Selection (A - F ): G ergo t use: n 1 1 -3/4 x 7.23 BM MARK: BMD2 Loads Reactions (Ibs) S an (ft): 13 0 P fl LL (psf) flL R(p trib (ft) wTl (pIf) w~~ (plf) Left Right p . S ( s Lu (ft): 2.0 roof 19 35 35 2.5 135 87.5 309 309 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 569 569 LL LL def.< L/ 360 floor 0 0 0 0 0 0 878 878 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w uNiFORM ioab (pIf): 135 87.5 M Qb-ft): 2852 LL Red. (Y/N)?: N DL LL Comments P Pr ~oAO Qbs): 0 0 from left end: 0.0 A B (2) 2 x 10 (3) 2x 8 No. of MlceoiAMS: 3 F (3) 1-3/4x 5.500 G (2) 1.3/4 x 7.25 fv (psi) Q d: 42 37 42 47 fb (psi): 800 868 1293 1116 eTL (in): 0.27 0.38 0.63 0.41 DD (in): 0.10 .0.13 0.22 0.14 .span/e: 569 411 249 380 Beam Selection (A - F ): G ®Mna use: tzl 1-3/4 x 7.25 7 035Sbm 05.1 ~~ ~ • TJI JOIST JOIST MARK: RJl - TYP Reactions (Ibs) DL (psf) LL (psf) WTI (plf) w~~ (plf) Left Right Span (ft): 17.0 roof 20 35 73.3 47 227 227 DL TL def. < L/ 360 floor 0 0 0.0 0 397 397 LL LL def. < L/ 480 wall 0 0 0.0 •- 623 623 TL Spacing (in): 16 misc 0 0 0.0 0 Bearing Type(h/w): h W UNIFORM LOAD (plf): 73.3 47 M Ib ft 2 Web Stiffner( / ( • ): 649 y n). n Selection No: 2 CD: 1.15 DL LL P PT. LOAD (Ib5): O 0 from left end: 0.0 Va~~ow (Ib): 1087 0~~(in): 0.35 ~T~(in): 0.55 Mauow (I b•ft): 4163 span/~~~: 586 span/OTC: 373 R 1 -TYP USE: 11-7/B' TJI/PRO 150 @16 IN OG edited 6/3/02 f, {r ~ • WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: BMl Loads Reactions (Ibs) Span (ft): 15 0 f P LL (psf) Rep ~L trib (ft) wTL (plf) - wLL (plf) Left Right . S ) ( S Lu (ft): 1.3 roof 0 0 0 0 0 0 2550 2550 DL TL def. < L/ 240 roof/flr 0 0 0 0 0 0 8925 8925 LL LL def. < L/ 360 floor 20 70 70 17 1530 1190 11475 11475 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w uNiroRM Lonb (plf): 1530 1190 M (Ib•ft): 43031 LL Red. (Y/N)?: N DL LL Comments P PT. LOAD (Ibs): O 0 from left end: 0.0 No. of MlcaoiAms: 3 C D E F G 3-1/8 x 22 1/2 5-1/8 x 16 1/2 6-3/4 x 15 (3) 1-3/4x 16.000 5-1/8 x 16.5 fv (psi) (a) d: 184 166 142 168 166 fb (psi): 1958 2221 2040 2305 2221 ATL (in): 0.33 0.50 0.51 0.51 0.50 DD (in): 0.07 0.11 0.11 0.11 0.11 span/e: 551 357 353 352 357 Beam Selection (A - F ): G ®M i lJ9E: 5-7/B x 7 B.S 03SSbm_05.1 T,~I®/~6S Joist ~ t°oad Tames/~oo~ ~ 100%~ Performance Plus®Web Material • Simple Span • Parallel TJI®Joist Allowahla Ilnifnrm I narl Mlfl Nailed Floor Depth 11~/e 14 yr, ,a LL TL LL TL ; LL TL LL TL ~ LL TL 26 28 30 Depth Span COM ~ COM ~ COM ~ ~ COM ~ ~ LL ~ TL I LL TL LL TL LL TL LL TL 12 252 292 301 311 341 COM COM - i COM ~ COM ~;COM ; COM Span 13 .205 .269 278 287 315 356 328 370 341 379 349 367 367 367 i 12 14 169 250 237 258 267 292 305 317 324 339 339 339 I 13 15 141 223 198 241 249 273 315 315 315 14 16 118 196- 1 7 285 296 303 294 294 294 15 17 95 , 173 6 134 226 212 220 176 233 219 224 256 241 267 277 284 275 275 275 16 " 18 76 155 108 189 143. 207 182 227 22 251 261 267 259 259 259 17 19 62 134 89 170 117 196 150 215 6 186 237 225 225 246 233 252 239 245 232 245 245 - 18 20 51 116 73 153 97 179. 124 197 154 213 187 222 223 227 220 232 232 19 21 45 101 64 139 85 162 109 '178 220 220 20 22 39 89 56 135 200 165 211 197 216 210 210 210 21 23 35 78 49 127 113 75 66 148 135 96 163 120 :182 146 202_ 174 _206 200 200 200 22 24 44 100 59 124 85 75 149 137 106 167 129 185 155 196 182 192 192 192 23 25 39 89 52 . __114_ 67 . 126. 94 84 153 _ 141. 115 103 170 157 138 124 180 166 163 146 184 176 17 184. 184 24 26 35 80 47 106 60 116 76 131 93 145 111 154 132 _ 167 0 153 176 169 176 25 26 27 31 72 42 97 54 108 169 28 68 ;...121 83 i34 100 142- 119 ;155 139 163 160 163 27 29 38 88 49 `100 62 .113 75 :125. 91 132. 108 144 126 '156 ^ 145 157 28 30 34 31 79 72 44 40 94 87 56 +105 68 116 82 _ 123 98 '- 135 114 ;.146. 132 152 29 31 51 98 _ 62 109. 75 1i5 89 126. 104 136 120 146 30 32 37 _ 82 ~ ~ 46 92 '. 57 102 68 ;108. 81 i18 95 -127 110 .137 31 ~ 34 31 77 71 42 '. 86 52 96- 63 101. 74 1i0 87 120 101 . 129 32 34 39 `- 81 48 ~ 90; 57 :" 95 : ., 68 104 80 112 93 121,' 33 35 35 76 44 ~ 85 53 t' 90 63 98 74 106 85 ;, 114 34 36 33 ''` 72 40 80 49 85 58 ` 92 68 ' 100 79 _ 4 108 35 37 37 , 76 :, 45 80 - 53 ~ 87 63 ! 94 73 ,.102 ; 36 38 34 ., _72 - 41 ''' 76 49 83 ' 58 89 ~ 67 96 37 39 38 :` 72 46 _ 78 54 :-. 'g5- 63 91 ,_ 3B. q,0 43 74. 50 i 80. 58 87 39 40 71 47 77 54 ? 82 40 Glue-Nailed Floor Depth Span 12 i1~/s LL TL COM 268 292 14 LL COM TL 301 16 LL COM TL 311 LL COM Y8 - TL 341 LL COM 20 TL, `. - LL COM 22 TL LL COM 24 ,TL LL COM 26 TL LL COM 28 TL - LL COM 30 TL Depth. Span 13 219 269 278 287 315 356 328 370 341 379 349 367 339 367 339 367 339 12 13 14 15 180 151 250 !.223 250 210 256 241 267 249 292 73 305 317 324 315 315 315 - 14 16 127 '''196 177 226 231 233 2 285 296 303 294 294 294 15 17 101 173 142 212' 186 219 235 256 241 267 251 277 284 275 275 275 16 18 82 155 115 : 189 151 207 191 227 235 237 261 246 267 252 259 245 259 259 17 19 67 134 94 . 170 124 196 157 215 194 225 234 233 239 232 245 232 245 232 18 19 20 21 55 116 78 153 102 179 ` 130 197" 161 213 194 222 227 220 220 220 20 22 48 42 101 8 68 ! 139 90 162: ' 114 1178 " 141 200 171 211 203 216 210 210 210 21 23 37 9 7 60 127 79 148 101 .. 163 125 ;_182 151 202_ ~ 180 206 200 200 200 22 24 8 53 113 70 135 89 1.149 111 167 134 185 160 _ 196 188 192 192 192 23 25 47 100 62 124- 79 .137 99 _ 153 ± 120 - 170 143 °`180 168 184 184 184 24 26 42 89 55 114,_ 71 126 88 141 107 157 128 i 166. 151 176 175 176 176 25 27 37 80 50 106 64 `-116 79 _ 131 96 -,145- 115 154 136 167 158 169 169 26 28 34 72 45 97 57 108_- 71 121.:' 87 1-•134 104 x.142 ~ 123 :155 143 163 164 163 - 27- 29 .. 40 88 52 110 - ~ ~ 64 :u 1.13 79 125 94 , 132- 111 !'144 129 _ 156 149 157 28 30 36 79 47 '. 94 ' 58 105 71 1116 86 123 101 135 118 146' 135 152 29 31 33 72 42 87 53 98 " 65 109. 78 .115' 92 126 107 .,136 123 146. 30 32 39 82 _ ~ 48 92 ` 59 '•102 71 ! 108 84 .118 98 ''12T 113 137 31 ' 33 35 77 44 86 54 96 65 ' 101- 77 110 90 120 103 129 32 ' ~ 32 71 41 Si 50 - 90 60 .95 . 71 '-;104 82 112. 95 - 121 33 35 37 _76 ~ ~ 46 [~ 85 55 ;. 90 "-. ' 65 .` 98 - 76 106 88 I" .114 34 ' 36 34 72 42 80 51 ' 85' 60 " 92 70 100 81 i08 35 37 39 - 76 47 80 ` 55 °, 87 65 94 75 102 36 38 36 72 ~ 43 76 51 83 60 89 69 96 37 39 40 72 47 78 `" 55 85' 64 ~ 91" 38 ' ~ 44 t>. 74 ~: 52 ; - 80..:- 60 =.. 87~.. _: 39 - 41 71 48 77 55 '- ' 82 40 ~. values snown are maximum avowable load capacities of the joists in pounds per lineal foot (plf) based on simple span, uniformly loaded conditions with web stiffener and bearing length criteria shown on page 3.2 (lower or higher load capacities may be possible with different criteria, use the TJ-Beam® software program or contact your Trus Joist representative for assistance. 2. Values in gray shadgd areas may be increased 4% for repetitive member usage if the criteria on page 9.7 are met. 3. Camber (2250' radius) is available for simple span applications only. Contact yourTrus Joist representative for availability. 4. For loading conditions not covered by these tables (eg.: concentrated loads), use the TJ-Beam® software program or contact your Trus Joist repre- sentative for assistance. 7.2 REV. 11 /00 W `~ r • • door ~o~s ~ Calc~(0.~"iovrs TS I /C 6~ ~©~s-(- gl(owa~l~ L;ve (~o.c~ = ly3 ~l~ ~Ifawa~i~ Tof0.1 ~Qa~ = a©7~i~ Try b. Wide, _ /, ~3 ft CL = ~7p PS~~~ 1, ~ ~ ~{~ _ ~L~ ~' ~~ ~~vt load= 70 Psf 9yPIt ~ ~y3 ~(~ ©k ~~adl. toad = a© ~ ~ ~- TL = (7o+a©~Psf Cr, 33 ~f~ = Iao P if IaoPlf ~ ~o~P~~ © k Project Name: Project #: Initials: Date: Sheet: I l WOOD STUD WALL DESIC3N CASE 2: DL + floor LL + snow + wind C] ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN . DESCRIPTION: Typical Wall Loads to Wall: Height, le (ft) : 10 DL LL trib w deflection < L/: 180 roof 20 35 16.5 907.5 wind/seismic (W/S): w floor 0 0 0 0 lateral load (psf): 12.8 (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.) = 908 plf CASE 1: DL + snow + floor LL Le/d = 21.8 < 50 OK CD = 1.15 Fc' (psi) _.844 fc (psi) = 147 < Fc' OK fc (psi) = 147 < FEE (psi) = 1008 OK CD = 1.60 Fc' (psi) = 899 M (Ib•ft) = 213 Fb' (psi) = 2153 fb (psi) = 339 CSR = 0.21 < 1.0 OK D (in.) = 0.089 = L / 1350 OK TRIMMER: Trimmer supports only vertical load Pcap (Ibs) = 5156 KING STUD: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 8.48 for M < Mcap (governs) trib width capacity (ft) = 10.00 for D < 180 Typical Wall USE: 2 X 6 @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 3 1 1 4 1 1 5 1 1 6 1 1 7 1 1 8 1 1 • edited 6/3/02 ' • WOOD STUD WALL DESIGN C] ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: Interior Bearing Wall Loads to Wall: Height, le (ft) : 10 DL LL trib w deflection < L/: 180 roof 20 35 30.5 1678 wind/seismic (W/S): w floor 0 0 0 0 lateral load (psf): 12.8 (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.) = 1678 plf CASE 1: DL + snow + floor LL Le/d = 21.8 < 50 OK CD = 1.15 Fc' (psi) = 844 fc (psi) = 271 < Fc' OK CASE 2: DL + floor LL + snow + wind fc (psi) = 271 < FEE (psi) = 1008 OK Cp = 1.60 Fc' (Psi) = 899 M (Ib•ft) = 213 Fb' (psi) = 2153 fb (psi) = 339 CSR = 0.31 < 1.0 OK D (in.) = 0.089 = L / 1350 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 5156 KING STUD: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 8.48 for M < Mcap (governs) trib width capacity (ft) = 10.00 for D < 180 Interior Bearing Wall USE: 2 X 6 @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 3 1 1 4 1 1 5 1 1 6 1 1 7 2 1 8 2 1 13 edited 6/3/02 HALLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: CZ LOADS: LOAD PTL (k) PoL(k) ex (in) ey (in) PexTL PeyTL Notes LEVEL 3 A 0.00 0.00 0.00 ••- 0.00 -•- elev. (ft): 0.00 B 0.00 0.00 0.00 ••- 0.00 ••• 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 0.00 •-• 0.00 -•• elev. (ft): 0.00 B 0.00 0.00 0.00 --- 0.00 --- C 0.00 0.00 -•• 0.00 ••- 0.00 D 0.00 .0.00 ••• 0.00 ••• 0.00 LEVEL 1 A 13.10 2.90 3.50 •-- 45.85 •-- elev. (ft): 10.00 B 13.10 2.90 -3.50 --- -45.85 --- Trial Section Number: 59 HSS3 1/2 x3 1/2x1/4 A: 2.91 in. z Sx: 2.88 in.3 Sy: 2.88. in, 3 Ix: 5.04 in. ° ly: 5.04 in. ° rx: 1.32 ry: 1.32 <-•- Kx: 1.00 <--- Ky: 1.00 C 0.00 0.00 --- 0.00 --• 0.00 Fy: 46 ksi D 0.00 0.00 --- 0.00 ••• 0.00 Cc: 111.6 FOUNDATION 0.00 26.20 Cm: 1.0 elev. (ft): 0.00 COLYMN 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 SPez SPey fa/Fa CmFbx.. .CmFby... fbx/Fbx fby/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 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... 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 SPez SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/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 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK PLAN -TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK CASE 1: FULL OL+LL LEVEL 1 ... CASE2: DL +unbal LL abt X-AXIS KI/rx: 91.18 Fbx: 30.36 ksi F'ex: 18.0 ksi Fa: 16.08 ksi CASE 3: DL+unbalLLabty-AXIS KI/ry: 91.18 Fby: 30.36 ksi F'ey: 18.0 k51 CASE 4: DL+unbalLLabtXBy-AXES Case P SPez SPey fa/Fa CmFbx.. .CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 26.20 0.00 0.00 0.56 0.00 0.00 0.00 0.00 0.56 0.33 oK 2 16.00 35.70 0.00 0.34 0.00 0.59 0.00 0.41 0.93 0.61 oK 3 26.20 0.00 0.00 0.56 0.00 0.00 0.00 0.00 0.56 0.33 oK 4 16.00 35.70 0.00 0.34 0.00 0.59 0.00 0.41 0.93 0.61 oK etlited 6/3/02 ~~ ~' • HOLLOW STEEL COLUMN • ALLOWABLE STRESS DESIGN COLUMN MARK: Ci2 LOADS: LOAD PrL (k) PoL(k) ex (in) ey (in) PexrL PeyrL Notes LEVEL 3 A 0.00 0.00 0.00 •-- 0.00 --• elev. (ft): 0.00 B 0.00 0.00 0.00 --• 0.00 --- 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 0.00 ••- 0.00 --- elev. (ft): 0.00 B 0.00 0.00 0.00 ••- 0.00 -•- C 0.00 0.00 •-• 0.00 •-- 0.00 D 0.00 0.00 ••• 0.00 ••• 0.00 LEVEL 1 A 0.00 0.00 0.00 ••• 0.00 ••• elev. (ft): 10.00 B 0.00 0.00 0.00 ••- 0.00 •-• C 2.00 0.70 ••• 3.50 --• 7.00 D 2.00 0.70 --- •3.50 --- •7.00 Trial Section Number: 110 HSS 6x3x1/4 I A: 3.84 in.z Sx: 5.66 in s Sy: 3.8 in.3 Ix: 17 in Iy: 5.7 in.° rx: 2.10 ry: 1.22 Kx: 1.00 Ky: 1.00 <••• Fy: 46 ksi <--- Cc: 111.6 FOUNDATION 0.00 4.00 Cm: 1.0 elev. (ft): 0.00 COLUMN INTERAC TION: 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 SPez SPey fa/Fa CmFbx.. .CmFby... fbx/Fbx fby/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 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... 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 SPez SPey fa/Fa CmFbx.. .CmFby... fbx/Fbx fby/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 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK PLAN • TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK CASE 1: FULL DL + LL LEVEL 1 ... CASE2: DL +unbal LL abt x-Ax~S KI/rx: 57.03 Fbx: 30.36 ksi F'ex: 45.9 ksi Fa: 14.68 ksi CASE 3: DL+unbalLLabtY-AXIS KI/ry: 98.49 Fby: 30.36 ksi F'ey: 15.4 ksi CASE 4: DL+unbalLLabtX&y-AXES Case P SPez SPey fa/Fa CmFbx.. .CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 4.00 0.00 0.00 0.07 0.00 0.00 0.00 0.00 0.07 0.04 oK 2 4.00 0.00 0.00 0.07 0.00 0.00 0.00 0.00 0.07 0.04 oK 3 2.70 0.00 4.55 0.05 0.03 0.00 0.03 0.00 0.07 0.05 oK 4 2.70 0.00 4.55 0.05 0.03 0.00 0.03 0.00 0.07 0.05 oK 15 edited 6/3/02 Roderick Chiropractic Date and Time: 4/21/20r~2:05:07 PM MCE Ground Motion -Conterminous 48 States Latitude = 43.82541, Longitude = -111.8156 Period MCE Sa (sec) (%g) 0.2 049.4 MCE Value of Ss, Site Class B 1.0 016.1 MCE Value of S1, Site Class B ~~ C Shear _~n~a I~ --~*©o~_ ~ a! C u ~a'~"tC~~ ES ~ r~e-~ f ~ ~sX ~a sso ~{~ w~,g~~-~ _ (sso~C~o~s~ -~ , a(3SP~f)~ = I~l, q K,~S Weig~-~w = 6~f (~ ~(aSi~~ 13, S~s~`~ . ~I, ~ Kips I -1-0.1 W e i ~~.~- - 1 `l, D K ~~s ~req ~ ~ ~~x tom- yao ~'~~ We~gi~~'w = 35~. ~~~~5a,a~tl~,S~= /l, 5l<~~~>~ I fl-~GI ,~,e.~l~~- _ ~~. 9 K w Ps 2 rea 3 : f~3 4 ~f (n)e~g~k~ _ ('fi'b I~a7 f~s~~ = aa, S1Ci ~, s We~~n~'W= 3S(S~(os;7ps~~ _ ~I,SK~PS I`oi-a1 we~~~n+~ 3y, t~ K~~~s ~vea ~(~ l3`~~ vhf Ta~~4 W~,~~,k = y7.~K4~S • T.~L~ = a©PS~F Dew . 13. s~~~ Sv~ow= 3S~tf ~Lf = ~ops~ D ~ W sa, a Psf 3r~tk ,---- __ _ _ __ Area S ' Tao ~k Z ~ ~ yea 6 ; 3a3 ~~Z l We~~`n~~~ C7a0~27~ - ~ 1iS~i~'S JJe`~~~~~ ~J~o~..~~(0211 - ~eCJ h~~5 s~ lo-~-a~ ~e~~~.~ = 3a.7 Kies ~ofa~ we.~'~~z-~ = 16,3 lops Project Name: Project #: Initials: Date: ~ Sheet: l 1 f • • SEISMIC LATERAL ANALYSIS 2003 International Building Code Equivalent Lateral Force Procedure PROJECT NAME: Roderick Chiropractic Al V:CsW Governs => C:: Sos/(R/I)~ 0.071 C5: So,/(R/I)T: 0.276 (Max) C5: 0.5S1/(R/I): (Min, Slequal or greater than .6 and in Seismic Category E or F) C5: 0.044Sos I~ 0.020 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~~ 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos~ 0.4626 Site Class (1615.1.1): D acc (ult. strength): 0.071 Soi~ 0.2314 Ss: 0.494 acc (service load): 0.050 T: 0.129 sec. Si: 0.161 Vbase: 1.4 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 12.00 19.0 228.0 1.4 1.4 0.9 ltJino~ ay F~ (II~P~~ 2.8 Ic;ps w~hd c~sVer,r*s Totals: 19 228 1.4 (Calculation per ASCE7.02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 12.00 19.0 19.0 1.4 1.8 1.2 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosw„, or O. i w„, wall designed for the greater of =_> FP~ 0.19 Wp 0.13 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> FP~ 280 plt 200 plf Fp =0.8SosIEw„, min. anchorage and flex. diaph. force (Cat C-F) __> FP~ 0.37 Wp 0.26 Wp or 280 plf =_> Fpmin: 280 plf 200 plt ao SEISMIC LATERAL ANALYSIS • 2003 International Building Code Equivalent Lateral Force Procedure PROJECT NAME: Roderick Chiropractic A2 V:CsW Governs => C5: Sos/(R/p: 0.071 C,: So,/(R/1)T: 0.317 (Max) C5: 0.5S1/(R/p: (Min, Slequal or greater than .6 and in Seismic Category E or F) C5: 0.044Sos l: 0.020 (Min) Ig (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos~ 0.4626 Site Class (1615.1.1): D acc (ult. strength): 0.071 Soi~ 0.2314 Ss~ 0.494 acc (service load): 0.050 T: 0.112 sec. Sl: 0.161 Vbase: 1.6 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 22.9 229.0 1.6 1.6 1.1 UJ;tn~ - 3S~~C 107 ~i~~ = 3~i5 ~~F'~ InIiv1W o~®~e~rv~s Totals: 22.9 229 1.6 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 22.9 22.9 1.6 2.1 1.5 Fp =0.401ESosw„, or O.lwW Fp =400SosIE or 280 plf Fp =0.8SosleN'w or 280 plf (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =-> FP~ 0.19 Wp 0.13 Wp min. anchorage and diaphragm force =_> FP~ 280 plf 200 plf mina anchorage and flex. diaph. force (Cat C•F) __> FP~ 0.37 Wp 0.26 Wp __> Fpmin: 280 plf 200 plf a~ SEISMIC LATERAL ANALYSIS • r: - - 2003 International Bwldmg Code Equivalent Lateral Force Procedure PROJECT NAME: Roderick Chiropractic A3 V:CsW Governs => C,: Sos/(R/I)~ 0.071 Cs:.,Soi/(R/I)T: 0.317 ;._(Max) C5: 0.5S1/(R/I): '.(Min, S1equal or greater than .6 and in Seismic Category E or F) C5: 0.044Sos l: 0.020 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F,,: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos: 0.4626 Site Class (1615.1.1): D acc (ult. strength): 0.071 Soi: 0.2314 Ss: 0.494 acc (service load): 0.050 T: 0.112 sec. Sl: 0.161 Vbase: 2.4 k Level Ht. (it) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 34.0 340.0 2.4 2.4 1.7 Totals: 34 340 2.4 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 34.0 34.0 2.4 3.1 2.2 Fp =0.401ESosw„, or O.lwW Fp =400SosIE or 280 plf Fp =O.8Sosleww or 280 plf (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =_> FP~ 0.19 Wp 0.13 Wp min. anchorage and diaphragm force =_> FP~ 280 plf 200 plf min. anchorage and flex. diaph. force (Cat C-F) __> FP~ 0.37 Wp 0.26 Wp __> Fpmin: 280 plt 200 plf d~ • • S EIBMIC LATERAL ANALYSIS 2003 International Building Code Equivalent Lateral Force Procedure PROJECT NAME: Roderick Chiropractic A4 V:CsW Governs => CS: Sos/(R/I)~ 0.071 C5: So,/(R/I)T: 0.317 (Max) C5: 0.5S1/(R/I): (Min., Slequal or greater than .6 and in Seismic Category E or F) C5: 0.044Sos l: 0.020 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos~ 0.4626 Site Class (1615.1.1): D acc (ult. strength): 0.071 Soi~ 0.2314 Ss~ 0.494 acc (service load): 0.050 T: 0.112 sec. St~ 0.161 Vbase: 3.4 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 47.8 478.0 3.4 3.4 2.4 wir<~ - 36f~~ $'~ ri~C~ c 8,1 K~FS w',~~ g oJe~r4tS Totals: 47.8 478 3.4 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 47.8 47.8 3.4 4.4 3.1 Fp =0.401ESosww or O.lw„, Fp =400SosIE or 280 plf Fp =0.8Sosleww or 280 pif (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =_> FP~ 0.19 Wp 0.13 Wp min. anchorage and diaphragm force =_> FP~ 280 plf 200 plf min. anchorage and flex. diaph. force (Cat C-F) __> FP~ 0.37 Wp 0.26 Wp __> Fpmin: 280 plf 200 plt a3 • • SEISMIC LATERAL ANALYSIS 20031nternational Building Code EquivalenttaferalForce Procedure PROJECT NAME: Roderick Chiropractic A5 V:CsW Governs => C:: Sos/(R/i)~ 0.071 C5: So,/(R/I)T: 0.317 (Max) C5: 0.5S1/(R/I): (Min, Slequal or greater than .6 and in Seismic Category E or F) C5: 0.044Sos I~ 0.020 (Min) IE (1604.5): 1.00 ap: 1 Fa~ 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos~ 0.4626 Site Class (1615.1.1): D acc (ult. strength): 0.071 Soi~ 0.2314 Ss: 0.494 acc (service load): 0.050 T: 0.112 sec. S1: 0.161 Vbase: 2.3 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 32.7 327.0 2.3 2.3 1.6 Wi~~ - (~(~~tXfD7pt~~ = 4,3 Ki(~:. wf`~d c~oJevvoS Totals: 32.7 327 2.3 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 32.7 32.7 2.3 3.0 2.1 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosw„, or O.lw„, wall designed for the greater of =_> FP~ 0.19 Wp 0.13 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> FP~ 280 pif 200 plt Fp =0.8SosleW w min, anchorage and flex, diaph. force (Cat C-F) __> FP~ 0.37 Wp 0.26 Wp or 280 plf =_> Fpmin: 280 plf 200 plf a~ • • SEISMIC LATERAL ANALYSIS 2003 International Bwldmg Code Equivalent Lateral Force Procedure PROJECT NAMEC ROderickChlrOpractlcA6 V:CsW Governs => Cs~ Sos/(R/I)~ 0.071 Cs: Spi/(R/I)T: 0.317 (Max) C5: 0.5St/(R/I): (Min, Stequal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sos I~ 0.020 (Min) IE (1604.5): 1.00 Seis. Use Group (1604.5 & 1616.2): I Seis. Category (1616.3): D Site Class (1615.1.1): D Ss~ 0.494 St~ 0.161 ap: 1 R: 6.5 Ct: 0.02 acc (ult. strength): 0.071 acc (service load): 0.050 Fa~ 1.40 F~: 2.16 Sos~ 0.4626 Soi: 0.2314 T: 0.112 sec Vbase: 1.2 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 16.3 163.0 1.2 1.2 0.8 W;~~ - <19{t.~ l0`Tpt~1= a,l K;~s wlh~ ~©~e~rns Totals: 16.3 163 1.2 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 16.3 16.3 1.2 1.5 1.1 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosw W or 0.1 wW wall designed for the greater of =_> FP~ 0.19 Wp 0.13 Wp Fp =400SpsIE or 280 plf min. anchorage and diaphragm force =_> FP~ 280 plf 200 plf Fp =O.8Sosleww min. anchorage and flex. diaph. force (Cat C-F) °_> FP~ 0.37 Wp 0.26 Wp or 280 plf =_> Fpmin: 280 plf 200 plf O~ • • V. Wind Loads -MWFRS hs60' (Low-rise Buildings) Enclosed/partially enclosed only s''~r,,~ g;~g,~:~,~p;""' j 3 Torsional loads are ,.' ~ ~Giszrsx ~ 25% of zones 1 - 4. 6 See code for loading diagram -`~~ >> >n.~ roe Transverse Direction Kz = Kh = 0.70 (case 1) Base pressure (qh) = 12.3 psf GCpi = +/-0.18 ~ ~ ~ ~ c,~l >a ` :r"" Longitudinal Direction Edge Strip (a) 5.3 ft End Zone (2a) 10.6 ft Zone 2 length = 26.5 ft Transverse Direction Lon itudinal Direction Pecpendiculaz 8 = 0.0 deg Parallel 8 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi wl+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 1 E 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 Wtntl Surface pressures (Psi) - use lU pst mmtmum for zones 1 plus 4 ano J plus b 1 7.2 2.7 7.2 2.7 2 -6.3 -10.7 -6.3 -10.7 3 -2.3 -6.8 -2.3 -6.8 4 -1.4 -5.8 -1.4 -5.8 5 -3.3 -7.8 -3.3 -7.8 6 -3.3 -7.8 -3.3 -7.8 lE 9.8 5.3 9.8 5.3 2E -11.0 -15.4 -11.0 -15.4 3E -4.3 -8.8 -4.3 -8.8 4E -3.1 -7.5 -3.1 -7.5 MWFRS Simple Diaphragm Pressures (astl Transverse direction (n ormal to L) Interior Zone: Wall Roof 10.0 psf ~sf ~OPs~ End Zone: Wall Roof 12.8 psf ~6<7'psf ~p ~~ Longitudinal direction (parallel to L) Interior Zone; Wall 10.0 psf End Zone: Wall 12.8 psf Windwazd roof overhangs: 8.4 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn =+1.8) Leeward parapet: 0.0 psf (GCpn = -1.1) wlrmwARD ovERxAxo fTl wllaDwARD ROOF LEEWARD ROOF ll l 1 1 1 ! 1 J! VERTICAL Q ~ a TRANSVERSE ELEVATION fi-l wlrmwARDROOF LEEWARD ROOF VERTICAL LONGTTUIJINAL ELEVATION a~ r~ • V. Wind Loads -Components 8~ Cladding: Low-rise Buildings (h<60') & Alternate design li0'<h<90' Kz = ICh (case 1) = 0.70 GCpi = +/-0.18 NOTE: If tributary azea is greater than Base pressure (qh) = 12.3 psf a = 5.3 ft 700sf, MWFRS pressure may be used. Minimum pazapet height at building perimeter = 0.0 ft Roof Angle = 0.0 deg Type of roof = Monoslope Roof Ares Negative Zone 1 Negative Zone t Negative Zone 3 Positive All Zone: Overhang Zone 1&2 Overhang Zone ? GC +/- GC i Surface Pressure s User in ut 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.18 -1.11 -1.08 -15 ps -14 psf -13 ps -14 psf -14 ps -1.98 -1.49 -1.28 -24 ps -18 psf -16 ps -22 psf -17 ps -2.98 -1.79 -1.28 -37 ps -22 psf -16 ps -30 psf -19 ps 0.48 0.41 0.38 10 psf 10 psf 10 ps 10 ps 10 ps -1.70 -1.63 -1.60 -21 ps -20 psf -20 ps -21 psf -20 ps -2.80 -1.40 -0.80 -35 ps -17 psf 10 ps -27 ps -14 ps Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GC +/- GC i Surface Pressure sf) User in ut 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.17 -1.01 -0.90 -14.4 ps -12.5 psf -11.1 ps -13.1 ps -11.9 ps -1.44 -1.12 -0.90 -17.8 ps -13.9 psf -ll.l ps -15.0 ps -12.7 ps 1.08 0.92 0.81 13.3 ps 11.4 ps 10.0 ps 12.0 ps 10.8 ps Note: GCp reduced by 10% due to roof angle <= 10 deg. Parapet qp = 0.0 psf C CASE A =pressure towards building CASE B =pressure away from building C Solid Pazapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 0.0 ps 0.0 psf 0.0 ps Corner zone : 0.0 sf 0.0 s 0,0 s ASE B : Interior zone : 0.0 ps 0.0 psf 0.0 ps Corner zone : 0.0 s 0.0 s 0.0 s E I ~ ~ ~ ~~_.._t_~.. [ I --{ ~ '. }f ~? ~ 1~ I ~ I C~? I 1 I ! ~ --~ -1 I 1 I 1 ~ I L as F----- ~ 0 5 7 degrees and Monoslope roofs Monoslope <_ 3 degrees 3° < 0 <_ 10° 2a 8 ~ a a 1 1 ! E ! I I 1 ~ l f ! --i ! I t ( [ I ~' I~ ~ C~ ~ ~ ~ ~ i I I t f I -- -( i E C [ I i I 1 [ f l Monoslope roofs ]0° < 0 <_ 30° 0 > 7 degrees 0> 7 degrees a~ ' • WIND. DISTRIBUTION LOCATION: Roderick Chiropractic Al Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 16 Exposure: 8 Wall Press (psf): 12.8 Eave Ht.: 12 Roof type (flat/sloped): sloped LATERAL LOADH: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 12 ft @ 12.0 ft 117 plf 117 plf LOCATION: Roderick Chiropractic A2 Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 15 Exposure: B Wall Press (psf): 12.8 Eave Ht.: 12 Roof type (flat/sloped): sloped LATERAL LOADH: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 12 ft @ 12.0 ft 107 plf 107 plf LOCATION: Roderick Chiropractic A3 Wind Speed: 90 Roof Press (psf): 10.0 Parapet Ht: 12 Exposure: B Wall Press (psf): 12.8 Roof Ht.: 10 Roof type (flat/sloped): flat LATERAL LOADH: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 10 ft @ 10.0 ft 84 plf 84 plf ~g edited2/]3/03 • WIND DISTRIBUTION LOCA-r:oN: Roderick Chiropractic A4 Wind Speed: 90 Parapet Press (psf): 10.0 Parapet Ht: 12 Exposure: B Wall Press (psf): 12.8 Roof Ht.: 10 Roof type (flat/sloped): flat LATERAL LOADS: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 10 ft @ 10.0 ft 84 plf 84 pff Locs.TYDN: Roderick Chiropractic A5 Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 15 Exposure: B Wall Press (psf): 12.8 Eave Ht.: 12 Roof type (flat/sloped): sloped .ATERAL LOAD B: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 12 ft @ 12.0 ft 107 plf 107 plf rioN: Roderick Chiropractic A6 Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht:' 15 Exposure: B Wall Press (psf): 12.8 Eave Ht.: 12 Roof type (flat/sloped): sloped LATERAL LDADB: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 12 ft @ 12.0 ft 107 plf 107 plf a~ edited 2/ 13/03 • • 7- STORY WOOD SHEARWALL LINE: 1- Lateral Force: 3510 plf LINE. 2 Trib. Length: 1 ft Lateral Force: 3510 plf Less due to geometry: 0 Ib Trib. Length: 1 ft p : 1.00 Less due to geometry: 0 Ib Total Wall Length: 10 ft P ~ 1.00 Short Wall Length: . 10 ft Total Wall Length: 15.5 ft Wall Height: 10 ft Short Wall Length: 2.67 ft Roof DL: 55 psf Wall Height: 10 ft Trib. Width: 33 ft Roof DL: 55 pst Wall Weight: 52.2 psf Trib. Width: 33 ft DL factor: 0.6 Wall Weight: 52.2 psf Force: 3510 Ib Wall DL factor: 0.6 Shear, V : 351 plf ~ 8 Force: Sh 3510 Ib Wall Total O.T.M: 35100 ft*Ib ear, V : 226 plf A Short Wall O.T.M: 35100 ft*Ib Total O.T.M: 35100 ft*Ib Short Wall MR: 116850 ft*Ib Strap Short Wall O.T.M: 6046.258 ft*Ib Uplift: 0 Ib Short Wall Ma: 8330 ft*Ib Strap N/A Uplift: 393 Ib STHD8, HT716 LINE: /~ Lateral Force: 1800 plf LINE: B Trib. Length: 1 ft Lateral Force: 4140 plf Less due to geometry: 0 Ib Trib. Length: 1 ft Less due to geometry: 0 Ib p: 1.00 Total Wall Length: 12 ft P ~ 1.00 Short Wall Length: 4 ft Total Wall Length: 36 ft Wall Height: 10 ft Short Wall Length: 10 ft Roof DL: 55 psf Wall Height: 10 ft Trib. Width: 15 ft Roof DL: 55 psf Wall Weight: 52.2 psf Trib. Width: 32 ft DL factor: 0.6 Wall Weight: 13.5 psf Force: 1800 Ib Wall DL factor: 0.6 Shear, V : 150 plf A Force: 4140 Ib WaII Total0.T.M: 18000 ft*Ib Shear, V : 115 plf p Short Wall O.T.M: 6000 ft*Ib Total0.T.M: 41400 ft*Ib Short Wall MR: 10776 ft*Ib Strap Short Wall O.T.M: 11500 ft*Ib Uplift: 0 Ib Short Wall MR: 94750 ft*Ib Strap N/A Uplift: 0 Ib N/A LINE: C Lateral Force: 2340 plf LINE: Trib. Length: 1 ft Lateral Force: 0 plf Less due to geometry: 0 Ib Trib. Length: 0 ft Less due to geometry: 0 Ib p : 1.00 _ Total Wall Length: 11.5 ft p : 0.00 Short Wall Length: 11.5 ft Total Wall Length: 0 ft Wall Height: 10 ft Short Wall Length: 0 ft Roof DL: 55 psf Wall Height: 0 ft Trib. Width: 17 ft Roof DL: 0 psf Wall Weight: 52.2 psf Trib. Width: 0 ft DL factor: 0.6 Wall Weight: 0 psf DL factor: 0 Force: 2340 Ib Wall Force: 0 Ib Wall Shear, V : 203 plf A Shear, V : #DIV/0! plf Total0.T.M: 23400 ft*Ib Short Wall O.T.M: 23400 ft*Ib Total0.T.M: 0 ft*Ib Short Wall MR: 96344.13 ft*Ib Strap Short Wall O.T.M: 0 ft*Ib Uplift: 0 Ib Short Wall Ma: 0 ft*Ib Strap N/A Uplift: # DIV/0! Ib edited 6/3/02 3D • n~..,cwwLL sCt"'rEDULE 1. WALL STUDS SHALL BE SPACED AT 16' O.C. MAXIMUM. - 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 7 INCH ES INTO CONCRETE. EXPANSION BOLTS MAYBE 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 WA LLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE EDG . E NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL. 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. FOR 5/8' TO 3/4' THICK fL00R SHEATHING 3 1/4' (MIN) LONG NAILS SHALL BE USED . FOR 7/8' TO i I/8' THICK FLOOR SHEATHING 3 1/2' (MIN) LONG NAILS SHALL BE USED. 8. 6' LONG SCREWS SHALL ENGAGE BOTH PLATES, AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT ANDWASHER SHALL NOT BE RECESSED INTO SILL PLATE. 11. ALL NUTS SHALL HAVE 3/16 x 2 x 2 PLATE WASHERS. MARK SHEATHING MATERIAL EDGE NAILING BoTioM Ca pacty FIELD NAILING PLATE ATTACHMENT Wind eismic A 7/16' O.S.B. BLOCKED ONE ' SIDE OF WALL 8d AT 6' O.C. Sd AT 12' O.C. 5/8 DIA. A.B. AT 48' O.C. ~ ;ilh'O. E, CLOCKE.[?CNE ' 16d STAGGERED AT 4' O.C. 355 IF" 260 N -. $ T~EGf"'/:ALL . Rd P.T A C;_G': 3d 4T 1~';?.C_ '. 5/~ Dlk. ! E- AT 3n Ci:S' , .r.a sTS~ _ E,e~ aT ~• r_;: _ 474 If' 350 ff 7/16' O.S.B. BLOCKED ONE C SIDE OF WALL FRAMING AT 5/8' DIA. A.B. AT 12' O.C. ADJOINING PANEL EDGES SHALL BE •(2)2X OR 3X 8d AT 3' O.C. 8d AT 12' O.C. 16d STAGGERED AT 2' O.C. 686 ptf 490 pff N 15't].S. B, E3L0 Cr;E{1 fJifC 5ia'LIA.AP~. AT.li;'U^., - . EiDE OF'ri'AC FRk ~~ AT ' n ;. MiNG AT 2 .i 8C aT 12' ~ C P. DI OlKING °i+ti=F EDGES ~ ~G.17 ,'x4 _;~ ~IVr oar; ~S,rcE4'JS ShA'_i 8_° "(ZjLX OR 3X ~ - ~ ~~; 4 .Y2Y?r 840 plf 600 plf 7/16' O.S.B. BLOCKED ONE 5/8' DIA. A.6. AT 2a' U.C. w/ (2) 2x SILL E SIDE OF WALL FRAMING AT 8d A ' PLATES ADJOINING PANEL EDGES T 2 O.C. Sd AT 12' O.C. SHALL BE *"'(2)2X OR 3X SDSl/4'x6' SIMPSON SCREWS @ 4'OC, (2)2x SILL PLATES 896 pB 640 plf . _: 7/76' 0 ~ B GLC~'.KEll Q07H~ '. .. Sf ~e59F +'2pLCoQFFSET ~ _ 5!E'C~IA AB. kT oq Cr,r,, (;7r. 59 1 - " VERTrCAI. PAhcL, J~JI rfTS 7C ~ _ . 'LATE:. B~ FA.L.or+l-CIE~REt'1T'5TUU`h ,4T ~` ~ ApJbINIhG PANJ: EDGES .: +1',~v Ed AT F~as ! 2':C C SHALL- ~ - BE ''.'i 3)2X Dft~K ~ .,..]/.',;5' r.7P„Gh SCRRi'; . . yy 401;,!, x S. LL PLATES 912 plf 760 pK 7/16' O.S.B. BLOCKED BOTH 5/8' DIA. A.B. AT 18' O.C. w/ (2) 2x SILL SIDES OF WALL, OFFSET PLATES C VERTICAL PANEL JOINTS TO C FALL ON DIFFERENT STUDS, AT 8d AT 3' O.C. 8d AT 12' O.C. ADJOINING PANEL EDGES SOS7/4'x6' SIMPSON SCREWS SHALL BE 3X OR 4X ~ 3'OC, (2)2x SILL PLATES 6' ~,5 8_ G_OCK 1 216 p 980 plf BOTH "ICES OF ;VP L.. ~ C+la' C~.~4. a ~. k7 G O.C; wi 2~ ~x SI; L _ G~FSET JEf7i1CALFfi"JET , . P;_AIES ~~,.: .JOINTS TO FALLEN pIFFEP ENTSTUDS ' . h4AfJ~I71G A? 4DJGII4Ih3 8d dT ~ J C PC ST 12' G.G PQCt EL _D~3ES SHA[ L 3c oll'-'xE"' \, oC),d _:OREN/.c ' . ..x OR 4x ~ ~ Cti, . ,L~ StLLP~ (~f=5 `~' =WHEN DBL 2X STU DS ARE USED, STUDS SHALL BE FACENAILED TOGETH ER WIT 1 ' 579 p 1280 plf *'WHEN DBL 2X ST UDS ARE USED, STUDS SHALL B E FACE NAILED TOGETH H 16d NAILS A ER WITH 16d NAI T 3 O.Q. STAGt;EktU ' LS AT 2 O.C. STAGGERED 'Note to engineer: Capacity reduced due to bottom plate attachment. ~/ eenoe eiaio2 • • BASEMENT WALL ULTIMATE STRENGTH DESIGN DESCRIPTIONS 10" WALL WALL PROPERTIES: f'C (psi): 2500 cvr. soil side (in): 1.5 Fy (ksi): 60 cvr. inside (in): 1.5 t (in): 10 center (Y/N): Y wall clear height (ft): 10 d (in): 5 rebar ea. Face (Y/N): N ANgLY919: soil above wall (ft): 0 Ka (pcf): 55 pressure @ top of wall (psf): 0 pressure @ bot of wall (psf): 550 WALL 9l1MMARY: force @ top of wall (Ib/ft): 917 force @ bot of wall (Ib/ft): 1833 Mu (kip•ft/ft): 6.61 Vumax (kips): 2.73 ~Vc (kips): 5.10 Wall Thickness: Vertical Reinforcing: Horizontal Reinforcing: 10 in #5 at 12 in oc #4 at 10 in oc horizontal: #4 pi: 0.85 vert. rebar: #5 pmin: 0.0033 (o~4/3pcalculated) Amax: 0.0134 pactual: 0.00529 Vert. Asreq'd (inZ/ft): 0.32 Horiz. Asreq'd (inZ/ft): 0.24 OK etlitetl6/3/02 33 • • BASEMENT WALL ULTIMATE STRENGTH DESIGN DEBGRIPTIDN: lU" WALL WALL PROPERTIES: f'C (psi): 2500 cvr. soil side (in): 1.5 Fy (ksi): 60 cvr. inside (in): 1.5 t (in): 10 center (Y/N): Y wall clear height (ft): 10 d (in): 5 rebar ea. Face (Y/N): N ANALYHIB: soil above wall (ft): 0 Ka (pcf): 55 pressure @ top of wall (psf): 0 pressure @ bot of wall (psf): 550 force @ top of wall (Ib/ft): 917 force @ bot of wall (Ib/ft): 1833 Mu (kip-ft/ft): 6.61 Vumax (kips): 2.73 ~Vc (kips): 5.10 WALL Bu MMARY: Wall Thickness: Vertical Reinforcing: Horizontal Reinforcing: 10 in #4 at 8 in oc #4 at 10 in oc horizontal: #4 (3i: 0.85 vent. rebar: #4 pmin: 0.0033 (or4/3 pcalculated) pmax: 0.0134 pactual: 0.00529 Vert. Asreq'd (inz/ft): 0.32 Horiz. Asreq'd (in2/ft): 0.24 OK edited 6/3/02 3 y c ~ • • • BASEMENT WALL ULTIMATE STRENGTH DESIGN DESCRIPTION: $^ WALL WALL PROPERTIES: f'C (psi): 2500 cvr. soil side (in): 1.5 Fy (ksi): 60 cvr. inside (in): 1.5 t (in): 10 center (Y/N): Y wall clear height (ft): 6 d (in): 5 rebar ea. Face (Y/N): N ANALYSIS: soil above wall (ft): 0 Ka (pcf): 55 pressure @ top of wall (psf): 0 pressure @ bot of wall (psf): 330 force @ top of wall (Ib/ft): 330 force @ bot of wall (Ib/ft): 660 Mu (kip-ft/ft): 1.52 Vumax (kips): 0.89 ~Vc (kips): 5.10 WALL SUMMARY: Wall Thickness: 70 in Vertical Reinforcing: #4 at 17 in oc Horizontal Reinforcing: #4 at 10 in oc horizontal: #4 pf: 0.85 vent. rebar: #4 Amin: 0.0033 (oi 4/3pcalculafed) Amax: 0.0134 pactual: 0.00152 Vert. Asreq'd (in2/ft): 0.14 Horiz. Asreq'd (inZ/ft): 0.24 OK edited 6/3/02 ~~' ~ • BASEMENT WALL ULTIMATE STRENGTH DESIGN DESCRIPTION: $" WALL WALL PROPERTIES: f'C (pSl): 2500 cvr. soil side (in): 1.5 Fy (ksi): 60 cvr. inside (in): 1.5 t (in): 10 center (Y/N): Y wall clear height (ft): 6 d (in): 5 rebar ea. Face (Y/N): N ANALYSIS: soil above wall (ft): 0 Ka (pcf): 55 pressure @ top of wall (psf): 0 pressure @ bot of wall (psf): 330 force @ top of wall (Ib/ft): 330 force @ bot of wall (Ib/ft): 660 Mu (kip~ft/ft): 1.52 Vumax (kips): 0.89 ~Vc (kips): 5.10 WALL SUMMARY: Wall Thickness: 10 In Vertical Reinforcing: #5 at 18 in oc Horizontal Reinforcing: #4 at 10 in oc horizontal: #4 pi: 0.85 vert. rebar: #5 pmin: 0.0033 (oi a/3pcakWated) pmax: 0.0134 pactual: 0.00152 Vert. Asreq'd (in2/ft): 0.14 Horiz. Asreq'd (in2/ft): 0.24 OK edited 6/3/02 ~ `-~ w ~ • FOUNDATION ALLOWAB LE SOIL BEARING PRESSURE = 2500 PSF Noah & South Walls - F2 0 LOAD TRIB AREA ROOF: 55 PSF 20 FT2 FLOOR DEAD LOAD: 20 PSF 20 FT2 FLOOR LIVE LOAD: 70 PSF 20 FT2 MISC: 150 PSF 10 FT2 TOTAL LOAD = 4400 LBS FOUNDATION SIZE = 1.32665 FT USE 2' - 0" WIDE, 12" THICK, FOOTING WITH (2) #4 BAR AT BOTTOM East & West Walls - F2.0 LOAD TRIB AREA ROOF DEAD: 20 PSF 40 FT2 ROOF SNOW LOAD: 35 PSF 40 FT2 FLOOR DEAD LOAD: 20 PSF 0 FT2 FLOOR LIVE LOAD: 70 PSF 0 FT2 MISC: 150 PSF 10 FT2 TOTAL LOAD = 3700 LBS FOUNDATION SIZE = 1.216553 FT USE 2' - 0" WIDE, 12" THICK, FOOTING WITH (2) #4 BAR AT BOTTOM INTERIOR FOOTING- F2.0 LOAD TRIB AREA ROOF DEAD: 20 PSF 31 FT2 ROOF SNOW LOAD: 35 PSF 31 FT2 FLOOR DEAD LOAD: 20 PSF 0 FT2 FLOOR LIVE LOAD: 70 PSF 0 FT2 MISC: 125 PSF 53 FT2 TOTAL LOAD = 8330 LBS FOUNDATION SIZE = 1.825377 FT USE 2' - 0" WIDE, 12" THICK, FOOTING WITH (2) #4 BAR AT BOTTOM 3~ i 7 s. ~ ~ • FOUNDATION C1-INTERIOR FOOTING- F4.0 LOAD TRIB AREA ROOF DEAD: . 20 PSF 0 FT2 ROOF SNOW LOAD: 35 PSF 0 FT2 FLOOR DEAD LOAD: 20 PSF 300 FT2 FLOOR LIVE LOAD: 70 PSF 300 FT2 MISC: 8.8 PSF 10 FT2 TOTAL LOAD = 27088 LBS FOUNDATION SIZE = 3.291686 FT USE 4' - 0" WIDE BY 4' - 0" WIDE, 12" THICK, FOUNDATION WITH (4) #5 BAF EACH WAY AT BOTTOM C2-EXTERIOR FOOTING- F1 0 LOAD TRIB AREA ROOF DEAD: 20 PSF 30 FT2 ROOF SNOW LOAD: 35 PSF 30 FT2 FLOOR DEAD LOAD: 20 PSF 0 FT2 FLOOR LIVE LOAD: 70 PSF 0 FT2 MISC: 8.8 PSF 10 FT2 TOTAL LOAD = 1738 LBS FOUNDATION SIZE = 0.833787 FT USE 1' - 0" WIDE BY 1' - 0" WIDE, 12" THICK, FOUNDATION WITH (4) #5 BAF .EACH WAY AT BOTTOM 3 Jun. 8. 2005 7:14AM ,. ENGINEERING STRUCTURAL SOLUTIONS No. 3017 • 4943 N la RTH 29Ti°I ~T, STE A IDAHO FALL6, IDA 83401 E-MAIL: E92~ES2ENfa".CC]M FAX: (20B) 552-930 ~ACSIMILIE T°: ~ Rw ~ ,ass°~' ates O S 001.42 Attention: Richard Re~~ised C/R/(1~ Madison Ridge Chro Frnrin: Terrol Bateman Date: )une 8, 2005 Pr~jec#; Roderick Chiropractic Projec# No.: 05212 Phone No.: 208-359-2309 Fax No.: 208^359-2271 CC: Total pages: 7 Cornrrtien#s: ~. Richard. We reviewed the structural calculations and made the appropriate revisions to increase the wind loading per the city of Rexburg from 90 mph Exposure B tc~ 90 mph Exposure C. The increased loading due to the 90 mph Exposure C as shown in the calculations attached did not change the overall lateral bracing system at all. It is adequate as shown on your drawings presently. Therefore, the Exposure change from "B" to "C" does not effect the overall structural bracing system currently shown on your drawings. Let us know if you have question regarding these matters. Terrol Bateman, P.E. ~dNA~ ~N~~ Q _ ^-r Jun. $, 2005- 1: 14AM-~ENGINEERING STRUCTURRL SOLUTIONS No,3017_P, 2 • ~ ~• ~ ~RUixc;~r: Roderick Chiropractic Rexburg, Tdaho PROJECZ N0: osziz. CL~EplT: JRW & ,t~ssociates nnxE: ~^ ~ApXaI 26, 20Q5 ~~H~~ Eo # 2cx~~' Sheet Index ~~aJl~r~~ ~j~I~Gi.+~Wa~S ~•r ~C?,M~~t ~sl,Iv~+~~h Basis ForDasign .............................. ......................... l-2 1~oof Analysis .................. . . . ......... . . . . ..................... 3-9 k`loor Analysis ,,,,,,,,. .......................•---................... 10-11 Wall and Column Analysis ....................................................... 12-15 Lateral Analysis ....................................................... 16-31 Foundation Analysis ..................................~--~.,,,,.,.......... 3z-38 ~TRt..7G~' a w ~-; [ ~ ~'~ y ~ o ~ z w ~ 4943 ~TOk~TH 29TH BAST, STS A II7A~0 FALLS, ~I7AH0 8340 ~ ~~ol~~: {208) 552-9874 fax: (208) 5529302 SEAL: ~~~~O~IAL ~N ~O~ ~~~15T~r~. a ~ n. ~~ ~- 4N8 FOIL: RA7E: (Bnctt~ex: PRO~tT M1M~R: (s~rrnnrmEB; RODER,TC14~ CH)<ItO~RACTIC ~ Z/2(r/oS f TB/EAD I U5212 I COVER RExBURG, ID.A~O Jun, 8. 2005 7,14AM ENGINEERING STRUCTURAL SOLUTIONS No, 3017 • BASIS Ff]R DE81C3N e~slonl CQDE: DE91C9N CI~ITEf;IA; wind speed Seismic category allowable soil bearing pressure oESlona LR#ADBs Fro a RI floor cover 3/4" plywood or aSf3 5/8" gypboard (wood suspension) wood I•jc7ists at I6" o.c. mech./eiec./misc. FLAT ROOF: 10" batt insulation (f2,30) 5/$" plywood ar CSB prefab wood trusses at 24~" a,C. standing seam roof acoustical the (metal suspension) mech./elec./misc. ~XTlTRIDR WALLS: w/ Bra ck Usrteev' 2x wood studs at 24" o,C. 1/2"plywood or OSB ~" Brick Veneer 5/8" gypboard (woad suspension) 6" batt insulation (R-25) mech./elec./misc. MATERIALS: structural lumber connections reinforcing ste41 concrete 2b03 I <3C 90MPHC 20bb psf 4.5 2.5 4.6 3.5 4.9 D.L.= 20.0 psf L.L.= 70 psf S.5 ~.a 3.5 3.0 2.5 4.5 D.t,.= 20.0 psf L,.L.= 35 psf b.8 2.0 40 A 4.6 1.8 3,0 52.2 psf paugias Fir #2 Simpson Grade 60 2500 psl ~~ ~ff ~ ~~~ ~ ~~- ~~,y~ -~'r~/~ ~~. ~ ~~~ ~==drifting Project Name, Prpjecf #: ~ Initials: bates ~ Sheet: ~ Jun. $. 2405 7.15RM ENGINEERING STRUCTURRL SOLUTIONS V. Wind >,.o~ds - MWFRS h560' Low-rise Buildin s 1*nclosedl artiali enclosed and f ~~ ,~, ~, ri=~~ ~ a' 7it»artiatisro +. ` -, x ~ ~ ~~~ ,ti~..n~.F" timarlT7lkirM:tir7- .~ ~•~ ~'r}~~1 ~~xrziocui.~aa. ~o rxnr~ CAS1v - e exMdicular TCz = Z~h - 0.86 (case 1) BFisc pressure (qh) _ };5.2 psf' GCpf - +/-0.18 ~,~~ rr7 xra ~ t rye.. ~,1~ 'M ~ L' ]A7cgC x ova C r - ax•alTel No, 3417 P. 4 Sec code fo;r Case B diagrsu~a. Edge Strip (n) 6.4 ft End Zane (2a) 12.8 ft Zona 2 length = 32,0 ft Paryr~aioulnr e = o.p deg Parnilel0 ~ Odeg .A,il lairec~ons Surface GCpf w/•C3Cpi w/+GCpf GCpf w/~.QCpi w/+GCpI GCpf w/-4cpi wl+Gcpi 1 0.40 0,5$ 0.22 4,40 0.5$ 0.22 -0,45 -0.27 0.63 2 -0.69 -0,51 -0.$7 -O.b9 -O.S1 -0.$7 -0.69 -O,SI -0.$7 3 -0.37 -0.19 -0.55 -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 -0.45 -0.27 -0.G3 $ 0.40 O.S$ 0.22 6 -0.29 -0.11 ,0.47 1E 0.61 0.79 0.43 0.61 0.79 0,43 -0.4$ -0.30 -0.66 2E -1.07 -0.$9 -1.25 -1.07 -0.$9 -I.25 -1.07 -0-$9 -1.25 31r -O.S3 -035 -0,71 -0.53 -035 -0,71 -0.53 -035 -0.7! 41; -0.43 -0.25 -0.61 -0,43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Wixwd ur ace pressures (ps -use 10 psx rnin~mum ar zones 1 p us an 5 plus 6 1 8.8 3,3 8.8 3.3 -4,1 -9.6 2 -7.7 -13.2 -7.7 -13,2 -7.7 -13,2 3 -2.9 -$.3 -2.9 -$-3 ,2.9 -8.3 4 -1.7 -7,1 -1.7 -7.1 -4.1 -9,6 5 $-8 33 6 -1,7 -7.1 lE 12.0 6,S 12.0 6.S -4,G -10.0 2E -13.5 -19.0 -13.5 -19.0 -13.5 -19.0 3E -5.3 -10.8 -53 -10.8 -S.3 -10.8 4l; -3. $ -9.3 -3.8 ,9.3 -4.6 -10.0 SE 12.0 6,5 6E -3.8 -9.3 waruwar~. , _ 112WFRS a la hra Ye s ov~r~~rarcc ~;rr,Nx,w,Rr,+k,ti~ Trans=arse dureetion (nox•mal to 1,) ~- -~-~-E --1-- 5 ~ ~~--7 r_*~wrr~n n~,or i J S ( ~~ -{,{~r# V'F,YTI,ri~l. lnteriox Zone: Wa1i 10.5 psf ~-• J,,,.~ hoof .4-4 ps£ (o P~~ A/~ ~' -.~-^'~.~ -•...~~~-~.~ lend Z.oue: mall 15-$ psf ~~ ~ ~ r" ~ . Mr"~ ~ ~ ~'~;-,~ • Ttoofi -&2-psf ~ ~ir''~ Mt~1 ~ --- ~ ~--~~~r.~xs~:w.........~ ~ ?L.ongitudinnl dureC4ian (parallel to L) ---- r ,.-. r . , . InterivzZorae; WeII 10.5 psf _ __ T V~A~tL7EiJCYF End Zone: Wall 1S.$ psf ~ -r-r f -rtTwpr!Lyakrr• c..a Windward zoof overhaa~s; 10.3 psf (upbvard) add to windward k~zzm:~z. - r..--- CbQ£prcSSUIe ,~ h' ~..iJ~ku.Z~;[$.3.---_--- I .•... c - r I Wia~dwArd parapet: 26.9 psk' (CrCpn = +1.8) ---- ~ E 1,eew~Lrd a a e • ~ • .: ,::: p 1C p L -16.5 psf (GCpri°-1.1) 1,C1„*7r'1Fl'TY,~".L`11L' EZx.V:~~TC!Y~ - T ~ Jun. 8. 2005 7.15AM WIND pISTRIBlJT115N ENGINEERING STRUCTURAL SQLUTIONS ~~ I.acArioN: RoderlckChlropratic Wintl Spaed: 9o Roof Press (psf): 10.o Rldga Ht: 10 Exposure: C Wall Press (psf); 15,8 Eave Hl.: 12 Roof type (ffatlsloped): sloped L.4TCRAL LCAbe: Story heights: Ht. of Force Story force Cumlative force (plf) R00P 12 ft ~ 12,0 h 135 plf 135 plf .L~G.rca~G. ~^-, ~1t~ ~'41P 4r .p ~ ~ 1. ~~~ tt~ r t.~- No. 3017 P, 5 Jun. 8. 2005 7:15AM .ENGINEERING STRUCTURAL SOLUTIONS No, 3017 P, 6 1- sTl7RY woL7p >>aNEARVVa~1. I.IN EI 1 Lateran Force: 35,10 plf LINES 2 Trib, Length: i it Lateral Force: 3510 plT Less due to geometry: 0 Ib Trib. Length; 1 f# Less due to geometry; 0 fb p : i.04 Total Wall Length; l0 ft a : 1.00 Short wail Lengtt,: 10 ft Total Wal! Length: 15.5 ft Wall Height: 10 ft Shore wall length: 2,67 ft Roof DL: 55 psf Wall Height' 10 ft Trib. Witlth: 93 ft Roof DL: 55 psf Wafi weight: y2,2 psi Trib. Width; ~' ~ W 33 ft DL factor; 0,6 afl Weight: ~ 52.2 psf Force: 3510 Ib Wall DL factor: p, fi Shear, V : 351 plf Force; ~~ ?~C; E ~ I ~61~~ Sh V 8510 lb Walt Total Q,T,M: 35100 tt"~lb ear, : ,,, ~~ ~ 226 plf p Short Walt O.T.M; 351 DO ft"Ib ~~ ~ Total p,T.M: 35100 ft"Ib Short Wall Mp; 516850 ft"Ib Strap Short Walt O.T.M: VS ~1~ ~ 5046.258 ft"Ib Uplift; 0 Ib N/A . Short Wali Mp; 8330 it*Ib S#rap ~~ Uplift: 393 Ib 5TFlD8, H1"'r16 I,.INtr: q Lateral Farce: 1800 plf \ I~'`(,L(yl = LINEI ~l19~ Lateral FprCe; 4140 plf Trib. legg~th; 1 fC rr Less due to geometry: 0 lb Trib. Length: 1 ft Less duo to geometry: 0 Ib p: lA0 Toea1 Wall length; 12 ft p : 1.00 Short Wall length; 4 fi Total wall Length: 3fi ft Snork Wall Length: 10 ft Well Height: lp ft Roof DL: 55 psf Wall Height: f0 ft Trib. Width: 15 ft Roof DL: 55 psf Wall Weight: 52.2 psf Trib, Width: Wall Weight: 32 13.5 ft psf ~L~ ' DLiactor: O.fi 1 itr DLfac#or; IG~ al'7d< l ~'p 1 0 6 ~~+ ~1~ Force: Shear, V ; 4600 150 Ib plf Wail A ~ w ~ ~ ~ Force; , 414D Ib Wall Toeai O.T.M: 18000 f#"ib ~ Shear, V : ~ 1~,$ pit __ A Short Wall O.T.M; 6000 }["Ib To{al O.T.M; ~~ ~~ 4140p ft°ib Snort wall MR: 10776 ft'"lb Strap $hork Wall O.T.M: 1,1500 fk"Ib Uplift: 0 Ib Short Wafl MR: 9A750 ft"Ib Strap ~ NIA ~_ Uplift: 0 ib NiA ~, 61hIE1 C Lateral Force; 2340 plf LINE¢ Trib, Length: 1 ft Lateral FprCe: 0 I]IP E.ess due to geometry: Q Ib Trlb. Length; 0 ft Less due ko geometry: 0 lb p : 1.00 _ Total Wail Length: 11.5 ft p : O.DO Short Wall Length; 11,5 ft Total Wall Langkh: 0 f# W811 Height; 10 ft Snort Wall Length: 0 ft Roof DL: 55 psf Wail Height: 0 it Trib, Width: 17 Tt Rooi Di„; 0 psf Wall Weight; 52.2 psf Trib. Width: f l~ 0 ft OL factor; 0.5 Wolf Weight: ~3~ff I~~ ~ ~3~,~ 0 psf Force: 2340 Ib Well [7L factor: 0 Shear, V ; 203 pif q ~ Force: 0 Ib Wali Total Q,T,M: 234p0 ft"!b _ Shear, V ; # AIY/l?! plf -~'- Shari WaN O.T.M: 23400 ft"Ib Total O.T.M: 0 it*Ib Short Wall M,,: 96344,13 ft«Ib Strap Snort Wail O.T.M: Q ft"Ib Uplifk: 0 Ib Short Wal! MR: D ft"Ib Strap N/A Uplift: ir DIV/0; lb k ~~~1 lam' ~~ ~„"~v~,,, ~~. _ ~ ~ L,n~ntat~n U1jt~t 'f~ ~C~Me~ ~~rf? C. Jun, 8. 2005 1:16AM ENGINEERING STRUCTURRL SOLUTIONS t, ~M~ARWALL ~CNEptJLE 1. WALZ. STUDS SHALL BE SPACED AT I6' O.C. MAXIMUM, 2. ANCHQR BOLTS TO FOUNDgTION SHALL SE EMBEDpED 7 INCHES IN70 CgNCRETE. EXPANSION aQLTS MAY BE L4SED AT wTERIOR WALLS (AWAr FRaM EDGE OF SLAB OR SLRB STEPDOWN) PQR GENERAL STRUpTURAL MOTES. 3. A MINIMUM OF 2 gNCHOR BOLTS SMIALL pE USEO ON EACH SOLE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH FIECp, 4, PROVIDE FULL HEIGHT ppUBLE STUDS AT ENDS pF SHEAR WALLS UNLSS$ NOTED OTHERWISE ON PLAN5 OR DETAILS, $ BLQCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES, SEE TYPICAL 5HEARWALL CONSTRUCTION DETAIL. G. f.LEVATEO SHEAR WADS TQ BE FRAMED DYER pDUgLE JOIST OR SOLID BLOCKINQ UNLESS NOTED OTySRWl5E. 7. FOR 5/a• TO 3/4' THICK FLOOR SHEATHING 9 i/A' (MIN) 4QNq NAILS SHALL BE USED. FOR 3/8' TO 1 1/S" THICK FLOOR SHEATWNG 3 1/2" (MIN) LONG NAILS SHALL BE USED. 8. 6' LONG SCREWS SHAT,{, ENGAGE BOTH PLATES, ANp FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FlR SHALL BE USED WNER$ IN CQNTACT WITH CONCRSTp, 10. NUTS SHALL BE SECURELY FASTENED AQAINST SOLE PLATE. HOWEVEk, NUT AND WASHER SHALL N07 BE RECS$$ED INTO SILL PLATE. 11. ALL NuT$ SHALL HAVE a/18 x 2 x 2 PLATE wA5HER5. BOTTOM MARK SHEATHING MATERIAL >:pOE NAILING FIELD NAI(INq PLATE ATTACHMENT A 7/16' O.5.B. BLD N 8d At 6' O.C. Btl AT >,Z' O,Q, 5/8' DIR. A.B. AT 4S' D,@, SIDE OF WALL Ibtl STAGGERED AT 4' O.C. 9x14' Q,5.6. BLOCKED ONE 5/S" OIA, a,6, AT 72' O C C Si DS DK WALL FRAMING AT . . ADJOINING PgNE). EDGES 9d qT 3' Q.C. SHALL BE "(2)2X OR 3X Btl AT 1~' O.C, i6d STAGGERED AT 2' O,C. BBB If 490 840 plf 800 7/Ie' Q.5,6. BLOCKED ONE 5/S' DIA. A.B. AT 24' O.C. W/ (2) 2x SILL E SIpE Qp WALL FRAMING AT ' Pt,gTES D.C, ADJOINING PgNEL EDGES Btl AT 2 8d AT 12' O.C. SDSI/a^xb" SIMPSON SCREWS SHALL, SE `"(2)2X OR 3X ~ 4"DC, (~2x SILL PLATES 896 plf tiAO 912 plf" 7B0 77x6' O.S,B. BLOCKED BOTH tl/8' PIA. A. B. A7 18' O.C. w/ (2) 2x SiLL SLOES 4F WALL, OFFSET PLATES QQ VERFICAL P,Qk^~1, JQtNTS TO , FALL ON DIFFERENt STUDS, A7 ad AT 9' O.C. ed A7 12' O.C. ADJOINING PANEL EDGES SDSl/A'x6' SIMPSON SCR$w$ SHALL BE 3X OR AX ~ 3'OC, (2)2x SILL PLATES 1218 DI 980 i""WHEN DBt, 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOG~TNSR WITH 16tl NAILS A7 2' D.C. STAGGEREp 'Nrne tR engineer: Capacity reduced due to bottom plate attachment, 1 No, 3017 P. 7 ~~ w Apr•26. 2005 3~51PM ~~~ OS 00142 J RW ~ Assoc Madison Ridge Clliro w~Qa srua wA~~ oES~gr~ ALL UA'rfONS D ON N , RLl,pWp fR~SSD ! N oEi9CR~Pria~y; Interior Bearing WaN Height, le (ft) ; 10 deflection ~ L/: 1$p wind/Seismic (W/$}: w lateral toad (psf): 5 (Due to Wind) snow load? (YlN): y Lumber grade (1 thru 5}; 2 (DF No. 2 ) Loads to Wail: DL LL Crib w roof 20 35 30.5 167$ floor 0 0 0 0 wall 0 D 0 0 mist 0 p p 0 w (uniform load.) = 267$ plf CASE 1: CASE 2: Dl + snow + floor LL DL * floor I,l + snow + wind Le/d = 21.8 ~ 50 OK fc (psi) = 272 ~ FcE Cps+) ~ 10a8 OK Co = I.15 CD = 1.6b Fc' (psi) ; 844 Fc' (psi) = $99 fc (psi) = 271 ~ Fa' OK M (Ib-ft) = $9 Fb' (psi) = 2153 fb (psi) = 132 CSR = 0.17 ~ 2,0 OK D (in,) = 0.035 = L / 3457 OK TRIMMER: ICING STUD: Trimmer supports only vertical load .., King stud supports Only bending ... Pcap (Cbs) = 5156 Mcap (Ib-ft) = 1357 Crib width capacity (ft) = 22,71 for M ~ Mcap (governs) trib width capacity (ft) = 25,61 for D ~ 180 Interior Besring Wall USE: 2 X 6 ~ 1Fi " Q.C. (DFNo.2) Framing at openings (unless noted otherwise nn nlanl• OP~NIN6 WIDTH (FT) NQ. DF TRIMM~R$ NO. QF KING STUDS 3 1 1 4 1 1 5 1 1 6 1 1 ~ ~ z 16 3 1 ~ ~-. Rpr•26~ 2005 3~51PM No•1801 P• 4 WOOD STUD WgLL D~i31ON qLL $QU N $AS N NOS, L WA9L l;"SAE ~E9~RlPrior~: Typical Wall Loads to Wall: Height, le (ft} ; 12 DL L~ trib w deflection ~ L/: 180 roof 20 35 15.5 907 5 wind/seismic (W/S): w floor 0 0 0 . 0 lateral Idad (psf}: 12.8 (Due to Wind) wall 0 0 0 0 snow load? (Y/N): y mist 0 0 0 0 Lumber grade (1 thru 5}: 2 (DF No, 2) w {uniform load.) ~. 908 plf CASE 1: CASE 2: Dt, + snow + floor i.i: DI, t floor LL ~ snow + wind Le/d = 25,2 ~ 50 OK fc {psi) ~ 220 ~ FGA {psi) ~- 700 OK Co = 1,15 Cp = 1,60 Fc' (Psi) = 627 Fc' (psi) = 551 fc (psi) = 220 ~ Fc' OK M pb-ft) = 461. Fb' (psi) = 2153 fb (psi) = 731 CSR ~ 0.61 ~ 1,0 OK D (in.) = 0.276 ~ L / 521 p}t TRIMMER: KING STU4: Trimmer supports only vertical load ... King stud supports only bending ,,. Pcap (Ibs) ~ 5156 Mcap (Ib•ft) ~ 1357 trib width capacity (ft) = 5,89 far M < Mcap Crib width Capacity {ft) = 5,79 for D ~ 1$0 (governs) Typical Wall l1SE: 2 X 6 ~ 24 " O.C. (DF PfO. 2 ) Framing at openings (unless noted ofherwisa nn nlanl• OPENING WIDTH (F3} N0. QF TRIMMERS NO, qF KING STUDS 3 i 1 4 1 3 5 1 1 6 1 1 8 1 1 16 2 2