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Home My WebLink AboutCO & DOCS - 04-00343 - Henry's Fork Plaza - Bldg 2OF R E�J C II T Y Y R AMERICAS FAMILY COMMUNITY Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: 0400343 859 S Yellowstone Hwy HENRY'S FORK PLAZA HENRY'S FORK PLAZA No Name and Address of Owner: Futures Of Idaho Inc 431 W 100 N Blackfoot, ID 83221 Contractor: J & S Construction Company Special Conditions: Occupancy: 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 Kos inspected on the date listed vies found to be in compliance vVth the requirements of the code for the group and division of occupancy and the use for Mich the proposed occupancy vies 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 Departme Fire D State of Idaho Electrical Department (208- 356 - 4830) 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 C I TY OF REXBURG BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 PARCEL NUMBER: SUBDIVISION: F,,, t,-- UNIT# PERMIT BLOCK# LOT# OWNER: J, CONTACT PHONE # 40� - EO PROPERTY ADDRESS: PHONE #: Home ( ) Z `t 75 - ( , Work � 656 - -i y yt Cell kg) t 1 o OWNER MAILING ADDRESS: �ST f g N CITY: T�T_ _STATEi � ZIP: JL?1f5� z 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 ( Work ( STATE; ZIP Cell ( ) CONTRACTOR: k f 6A4j P P HONE: Home# Work# Cell# MAILING ADDRESS. �F 3q ° !y CITY 6 STAT A___ L How many houses are located on this property ? Did you recently purchase this property? No 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: GO YN ^ - e ,- << `4 (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 withinA0 days. Permit void if work stops for 180 days. of Owner /Applicant CITY: / �t / Q� 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 Rexburg's Acceptance of the plan review fee does not constitute plan approval "Building Permit Fees are due at time of application" "Building Permits are void if you check does not clear" NAME ^. c�� Yc�� `Q 2 4 PROPERTY ADDRES S vs Yo A< w �y SUBDIVISION Dwelling Units: Front Footage (if applicable) Permit# SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area `p, (r.>0_ Unfinished Basement area Second floor /loft area IO U A Finished basement area Third floor/loft area OVA Garage area I/ Shed or Barn it 4 Carport/Deck (30" above grade)Area A2!4 Remodel (Need Estimate) $ PLUMBING PLUMBERS NAME c t L b tA.'t ADDRESS CITY STATE ZIP I PHONE ( FIXTURE COUNT CLOTHES WASHING MACHINE I1 4 SPRINKLERS DISHWASHER n,A TUB/SHOWERS FLOOR DRAIN cam' TOILET/URINAL GARBAGE DISPOSAL PA WATER HEATER HOT TUB /SPA A/ // WATER SOFTENER SINKS (Lavatories, kitchens, bar, mop) WATER METER COUNT 1 yLe_ tc__ , WATER METER SIZ HEAT (Circle all that apply) as Oil Coal Fireplace Electric Commercial Buildings & Apartments with 3 or more units Only BUILDING ESTIMATE $ - c_ (0 S p ) p 06 PLUMBING ESTIMATE $ a o� STORM WATER LENGTH FRONT FOOTAGE /.2 0 STRUCTURES DESCRIPTION USE BEDROOMS UNITS NON CENSUS OCCUPANCY LOAD EXITS FLOOD ZONE FENCE TYPE SETBACKS OCCUPANCY FRONT SIDE SIDE BACK CONSTRUCTION Parcel Acres: ROOF SANITATIONMETHOD HEAT 2 SUBCONTRACTOR LIST Excavation & Earthwork: 7 16" , Concrete Masonry: Roofing: Insulation :_ �C Drywall: cK o Painting: f Floor Coverings: Plumbing : Heating: Efectrical: SPECIAL CONSTRUCTION (Manufacturer or Supplier) Roof Trusses: �jyL L Floor / Ceiling Joists: /11 -C- Cabinets: Q w cs Siding /Exterior Trim: Other: City of Rexb u rg 19 E. Main 83 CITY OF '? ��G Rexburg, Idaho 83440 y - Ow Ow -- - - -- Phone (208) 359 -3020 A-ri- R-l C--iry STATE OF IDAHO Fax (208) 359 -3022 e -Mail April 3, 2007 REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION TO: Building Official for the City of Rexburg Pursuant to the provisions of the International Building Code 2000, the undersigned requests that a building permit be issued for: Footings and Foundations only at: 638 Targhee Dr Rexburg, 83440 Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all resposibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building of structure i Ity r ted. Dated: Tuesday April 3 2007 By Approved: Tuesday April 3 2007 CITY OF REXBURG By JaNell Hansen Permit Coordinator/ Tech Oct -15 -04 02:56P DUBBE MOULDER ARCHITECTS 3077339551 01 04 00303 South Fork Plaza 15 October 2004 Rick Hancock _ Rocky Mountain Contractors, LLC D`Y� Futures of Idaho 360 West I s' North Rigby, Idaho 83442 0CT E REXBURIG LO Rick, CITY OF The following comments are in response to, and in the same order as the Building Department review comments. Exiting Review: Emergency lighting is to be provided at tenant finish. Coordinate with lighting sub - contractor. Water and Sewer Service: Storm drainage is a site plan related issue. Coordinate with Kurt Roland. Miscellaneous: The comment in reference to the stone veneer weep holes and flashing pertains to IBC section 2104.1.8. Both weep holes and flashing are intended in conjunction with the recommendations of the synthetic stone manufacturer you intend to use. It should be noted that the drawings show the stone extending a minimum of 8" below grade. It is my understanding that only one manufacturer of synthetic stone authorizes this detail which limits your resources. We are not opposed to altering this detail to keep the synthetic stone above grade if it meets with your intent and would allow a greater variety of suppliers. If you wish to make this change, a ledger angle to support the bottom of the stone and provide a finished edge would be suggested. Refer to the detail provided with this letter. Complies with approved Site Plan Review: This is also a site plan issue. Coordinate with Kurt Roland. Structural Review: This information was provided previously. Building Type Compliance: No comment was noted here. P.02 Energy Conservation Compliance Review: Energy Code Report was provided previously. Oct -15 -04 02:57P DUBBE MOULDER ARCHITECTS 3077339551 P.03 1. Interior Environment: I believe our current indications of pre - tenant finishes are in compliance with IBC Section 503. This section of the code should also be addressed when the tenant finishes are planned and installed. Mechanical Review: No comments were noted here, however, the mechanical sub - contractor should provide the IBC requirements as a minimum. Height and Area Review: No comments were noted here. Plumbing Sewer Drain Review: As this is also a sub - contractor responsibility on this project, the IBC requirements should be addressed along with any local Building Department requirements as noted. Plumbing Potable Water Review: As this is also a sub - contractor responsibility on this project, the IBC requirements should be addressed along with any local Building Department requirements as noted. Building Code Fire Compliance Review: These concerns are related to the Site Plan. I have not received a final site plan for this project from Kurt Roland. Was one submitted to the Building Department? From the Building Department comments, I assume not. As stated in the comments, the distance to the property line or any adjacent buildings will dictate the area of the unprotected windows allowed. If the distance is 5' -I0' we will need to reduce the number of windows from 6 to 2 of the same sized windows as shown on the drawings. If the distance is 10 %15', we will be able to accommodate 3 windows. From 15' -20', 5 windows would be allowed. 10 windows of the same size would be allowed if the distances were from 20' -25', but we are only showing 6 windows at this time, so no changes would be required if the distances are 20' or greater. I don't believe the building location on the site was to be less than 20' to the property line or adjacent buildings. If that is the case, no changes are required . If my recollection of the site circumstances is not accurate, adjustments as described above may be required. Site plan considerations are the key to this comment resolution. Coordinate with Kurt Roland. Accessibility Review: Enlarged Bathroom Plans showing accessibility compliance are shown on Sheet A 6.2 including various fixture mounting heights. If more specific information is Oct -15 -04 02:57P DUBBE MOULDER ARCHITECTS 3077339551 P.04 required, further clarification of their requirements will be required from the Building Department. Please let me know what additional clarification is required, if any. Kaizen, Rick Baldwin Dubbe- Moulder Architects Driggs Office Oct-15-04 02:57P DUBBE MOULDER ARCHITECTS 3077339551 P-05 ;LE OFTIONAL [DETAIL i i "CZ —vo —sag 12 :53P DUBBE MOULDER ARCHITECTS 3077339551 0CT -0 101 ii �,Vj [ctlFit'11 T6��1 C; 0iitt� Y1 C 1887 [ uft 1120 detest, NOVO. Utah 84604 (ph) 801.366.1140 {fax) 801 .368.0001 i October 6, 2004 s Plans Examiner Re: Sgt Foifc Plaza Plan Review Comments c►f September 30, 2004 P. 02 F. Ct L OCT 7 20D4 CITY OF REXBURG Following are responses to ream plan review comments. We have addressed items that involve structural components of the building. The remaining items will nest to be addressed by the appropriate an ntec hanical, or electrical consultants. N We have reched(ed the calculaUons for wind exposure C as apposed to B. The range of shear wall and holdown cW;aties is not exceeded with the increase. We have checked the framing r- embers and foundations for 35 psf snow bad as Opposed to 30 pot. Again the ninged of member capacities is not exceeded by the increase. I Detail 1 fS'1.2 shows how the fre st depth is to to applied. The oontractor will be notified of the 36A dimension. A detail is attached showing tha cupota anchorage. Please feel free to call me directly if you have any questions or need additional irybrrnation. Oct -06 -04 12 :53P DUBBE!MOULDER ARCHITECTS 3077339551 4t -06- Iltt C ° i _ � Et: 1 : � � =EPA W ED 0 I t ` Ctti�1, �1k�.E°1�� fl till { z� 1 j � c � l cow C C ofoUA IF:-V-A"4tJ{,,�- SSc.. FLAplS P_03 p. sr�i of c. -%JPo ;.,A S} MPsorJ l.�T'l`� t TDTAU S E'� --Goy �. too ('is -�. � • .rrvv LL. yV "00 DMA DRIGGS JA 18-2005 TOE 08:20 AM NICMN , 1 r i I x 1 of concerns, please feel free to qhm me a call I I , , i 1801 356 0001 �u Inc CTURES 1887 North 1120 West, Pmvaa, Utah 94W4 (ph) 801.358.1140 (fax) 801.356.0001 PAGE 02 P. 001 DATE: January 17, 2005 TO: Ric kBaldwln Oubbe -- Moulder Ar+mhftectum FROM: Scat Zabdansky Dytramic StructurNI RE: Rexburg Offl s Building Transmitting a tDW of (1) p (in this oovet sheet) COMMEWS: Rick It is our understanding there has been a detn made that the Rexburg Office Building shalt be const uetmf with on aifie materiels rather than the called out R -Cor;W Panels. Below is an itemized list addressing the additional Wonnatlon required for the strudurai aspect of the building: Item 1: All rod headers she# be as fvNows: 0'-D" to W -0 (2) 2 x 10 DF2 4'-6" to 8' °0" (2)1 1 x g % L.VL Item 2: All walls are c on4dered shear waft Sheath with 7/16" APA rated, l XP'1 sheathing. Nail with Sd waifs at a o.c. edges and 12" o.c. fleld. Item 3: Use Bode ing "or wolf plan for hokkmn and anchor bock specifications. item 4. All walls shag bet x B studs at 1 a6° o.c. Oct 13 04 11:51a SCHIESS & ASSOC. (208)522 -9232 p.2 is Schiess & Associates ENGINEERING • PLANNING • LAND SURVEYING 7103 SOUTH 45TH WEST. IDAHO FALLS. ID 83402 REXBURG. 10 OFFICE: (208) 522 -1244 • FAX: (209) 522 -9232 OFFICE: (208) 356.6092 • FAX: (208) 356 -6468 �cE 4// - o0 3Y� October 6, 2004 John Millar City of Rexburg 12 North Center Rexburg, ID 83440 RE: Hydrant Flow Measurements Mr. Millar: The City of Rexburg has requested flow and pressure measurements for proposed site developments projects named below. On October 4` Chris Park from our office met with City personnel to gather measurements. City personnel opened and closed hydrants, and flows were estimated using a pitot gauge. Pressures were observed in the hydrant upstream from the flow tested hydrant by city personnel. Measurements were recorded at the following sites: Pioneer Village — 2:10 pm — On Pioneer Road, east of Gold Gym Flow — 1385 gpm Pressure — 81psi Taylor Property — 2:45 pm — On Highway 33, south of Taylor Chevrolet Flow — 1301 gpm Pressure — 81 psi The t1ows reported were discharge from 2/2-inch hydrant nozzles with rounded openings. The discharged water at the Taylor Property was directed with a 22.5' elbow into the hay field to the east. Please call if you have any questions. Sincerely, Paul H. Scoresby, PE Chris A. Park 4 0400343 Snake 1Zlver Plaza 09 17/04 DYNANEC STRUCTURES 1887 North 1120 West, Provo, Utah 84604 (ph) 801.356.1140 (fax) 801.356.0001 Structural Calculations for: REXBURG OFFICE BUILDING REXBURG, ID //V ?lw ZA May 11, 2004 Service Provided for: DUBBE ~ MOULDER ARCHITECTS A r It PROJECT: REXBURG OFFICE BUILDING REXBURG, ID CLIENT: DUBBE— MOULDER ARCHITECTS P.O. BOX 9227 1160 ALPINE LANE SUITE 2A JACKSON HOLE, WY 83002 SCOPE: PROVIDE STRUCTURAL DRAWINGS, DETAILS AND CALCULATIONS FOR COMMERCIAL BUILDING 0 Cover Sheet.mcd CODE CRITERIA: 2000 IBC Seismic Design Category: D Val Christensen Design Wind Speed: 90 MPH EXP B Snow: Pg = 43 PSF EXP 0.7 Pf = 30 PSF Soil: Bearing: qa = 2000 psf (allowable, assumed) Structural Fill: see geo- technical report Backfill: E.F.P = 40 pcf (assumed) Frost: As per building department MATERIALS: WOOD: Dimensional Lumber Glu -lam Beams: Simple Spans: Continuous Spans: CONNECTIONS: STEEL: Beams: Columns: BOLTS: MASONRY: Strength: Reinforcing: CONCRETE: Strength: Reinforcing: Douglas Fir -larch #2 24F -V4 DF /DF 24F -V8 DF /DF Simpson ASTM A992 (Gr. 50) fy = 50 ksi ASTM A500 (Gr. B) fy = 46 ksi A325 -N (steel to steel) A307 (embedded in concrete or masonry) fm = 1500 psi Grade 60 2500 psi (used for design) FOR CONSTRUCTION: (See Spec.) Grade 60 Cover Sheet.mcd Revised January, 2000 Page 1 of 1 22 > . -i 0 Load Summary.mcd DESIGN LOADS: Roof Live load: =30.0 psf ROOF DEAD LOADS: Roof Dead Load: =2.25 psf Shingles =3.00 psf Sheathing =1.31 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 3 1 OVERBUILD STICK FRAME.mcd SIMPLE BEAM - CONCENTRATED, AND UNIFORM LOAD OVERBUILD AND ❑� Reference:C:\Engineering Software\Mathcad Tables \Wood Valuesl.mcd STICKFRAME Length: 1:= 8-ft a:= 0-ft (larger) Concentrated load: p:= 0•1b c:= 1 - a Weight per lineal foot: w:= (15 + 30.1.33)•plf •2 Material: i:= DF2 Allowable bending stress Fb: Fb = 875 psi Allowable shear stress Fv: Fv = 95 psi Modulus of elasticity E: E. = 1600000 psi Cd = load duration factor: Cd := 1.0 Cr = repetitive use factor: Cr := 1.0 a I 121 Calculate bending moment: M:= p c + w M= 878.4ft•lb � 1 sJ Calculate the shear: V:= p as + I w 2 I V - 43 Use: 2 x 8 DF2 @ 24" O.C. b:= 1.5-in d:= 7.25-in t:= if(d :- 12•in,12•in, d) CF = Size factor C := if (d > 4•in,if(d > 6•in,if(d > 8•in,1.1,1.2),1.3),1.5) (sawn lumber only) C := if(d > 10•in,if(d > 12.in,0.9,1.0),CO := C C := C C = 1.2 Cv = volume factor C := 1•(21-- 1 ftl (12 2 d 1 1•(5.125• in 1 1 C := if(C > 1,1, C C = 1 (glu- laminated lumber only) ` J J ) ` J ` 1 0.136 CF = LVL size factor: CS ( 12-in / C = 1 Y J Required section modulus: S:= M Fb. • Cd• Cr• C. i I Actual section modulus: S:= b • d 2 6 Required area: Actual area: Check deflection: Allowable deflection: Actual deflection: 1.5• V - w•d A := Fv. i A:= b•d I:= b — d 3 12 S = 10 in S = 13.141 in A = 5.9 in A = 10.9 in I= 47.6in 1 — = 0.4 in pa Sw14 240 Y:= + y =0.133 in 3•E 384•E 0.111 CF = PSL size factor: C6 12-in C ) C 6 = 1 t 1 — = 0.267 in 360 J y 45 = 0.089 in Wd Bm Simple Span.mcd Revised January, 2000 Page 2 of 2 . f Wall - Header Loading LOAD DESIGN CHART #5 (SEE DETAILS SIP -112 through SIP -114) R- CONTROL® STRUCTURAL INSULATED PANELS HEADER HEADER DEPTH SPAN 12" 18" 24 DEFLECTION L/480 L/360 L/240 L/48 L/360 L/240 L/48 1837' L/360 L/24 L 0 4' -0" 524 703 708 762 773 773 Headers SIP -112 837' 837 A Pcnel Width l i L -. D 6'- 0" 319 374 374 466 466 466 557 557' 557 P L R 8' 0" 218 248 248 351 351 351 455 455 455 [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 SIP -112b are not illustrated here. Refer to R- Control SIP detail book. R- Control — Do -AII -Ply, each side. R- Control SIP used as header. 11 -- Bottom plate. J R- Control SIP Bd Nails or 14 ga. 1 1/2" staples ® 6" o.c. each side, top & bottom or equivalent. I I o 0 l � gut h °m a wall assembly. Headers may be any window openings. type, refer to detail SIP -113. Minimum Refer to SIP -115 R- Control Do- All -Ply for connection of 2x's openings, but the posts supporting the to OSB panel faces. continuous. I I - m m °aa the bottom plate of the header must ISOMETRIC extend to the outside of the post. Scale: NTS R- Contro] oL R— Control SIP Do- AII -Ply typical each side, o- Headers SIP -112 top & bottom. (wrtpae sp9r,e aonmupn) SIP -114 Pcnel Width l i L -. SECTION Scale: NTS Updated 5 -1 -99 R— Control SIP TITLE: Header sections NO. (R- Cnnfml Pn-1 SIP -113 9 Ell L ' Headers 1 R- Control I SIPS. 1 Posts supporting header. Designed for specific load window and door 11 -- Bottom plate. J R- Control SIP NOTE: Diagram represents headers in infill below a wall assembly. Headers may be any window openings. type, refer to detail SIP -113. Minimum Refer to SIP -115 dimensions are not required between for connection of 2x's openings, but the posts supporting the to OSB panel faces. header must extend to the floor. Also, the bottom plate of the header must ISOMETRIC extend to the outside of the post. Scale: NTS Updated 5 -1 -99 Scale: NTS R— Control SIP TITLE: N0. Headers SIP -112 window and door openings. Numbers indicate sequencing for installation. NOTE: Diagram represents field /shop Refer to SIP -115 cut openings in a monolithic for connection of 2x's wall assembly. Splines may occur to OSB panel faces. above & below openings. Minimum panel dimension of 12' must be maintained over openings. See ISOMETRIC Header Load Design Chart for allowable loads. Scale: NTS updated 5 -1 -99 R— Control SIP TITLE: 9IP used as Meader No. (wrtpae sp9r,e aonmupn) SIP -114 n f..1 ' SzRUCfirUFyAL DESIGN 1!f,j✓CZ Q i„ `� J � 4 0 I ABLE 1609.6.2.1(1) SIMPLIFIED DESIGN WIND PRESSURE (MAIN WINnFr)Rf`F Rt= ctcTtntr_ cvcT1=1a1 continued Fo 294 2003 INTERNATIONAL BUILDING CODE® 21 BASIC ZONES WIND ROOF ROOF SPEED ANGLE RISE IN LOAD H orizontal Pressures Vertical Pressures Overhangs (mph) (degrees) 12" CASE A B C D E F G H E G 0 to 5° Flat 1 11.5 -5.9 7.6 -35 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 10° 1 2 1 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1 15° 3 1 14.4 -4.8 9.6 -2.7 -13.8 40 -9.6 -6.9 -19.3 15.1 85 20° 4 1 15.9 -4.2 10.6 -2.3 1 -13.8 -9.6 -9.6 -7.3 -19.3 15.1 25° 6 1 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 -11.9 10.1 2 - - - - -2.4 -4.7 -0.7 -3.0 - _ 30° to 45° 7 to 12 1 12.9 8.8 10.2 7.0 1.0 -7.8 0.3 -6.7 4.5 -5.2 2 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 4.5 -5.2 0 to 5° Flat I 12.8 6.7 8.5 4.0 -15.4 -8.8 -10.7 -6.8 -21.6 16.9 10° 2 1 14.5 -6.0 9.6 -3.5 -15.4 -9.4 -10.7 1 -7.2 -21.6 -16.9 IS° 3 ] 16.1 5.4 1 0.7 3.0 15.4 10.1 10.7 7.7 21.6 16.9 90 20° 4 1 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 16.9 25° 6 1 16.1 2.6 11.7 2.7 -7.2 -9.8 -5.2 -7.8 -13.3 -11.4 2 - - - - -2.7 -5.3 -0.7 -3.4 - 30° to 45° 7 to 12 1 14.4 9.9 11.5 7.9 1.1 -8.8 0.4 -7.5 -5.1 -5.8 2 14.4 9.9 11.5 7.9 5.6 -4.3 4.8 -3.1 -5.1 _5 0 to 5° Flat 1 15.9 8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 10° 2 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15° 3 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 100 20° 4 1 22.0 -5.8 6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 25o 6 1 19.9 3.2 E14.4 3.3 -8.8 -12.0 -6.4 -9.7 -16.5 -14.0 2 - - - -3.4 -6.6 -0.9 -4.2 - - 30° to 45° 7 to 12 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -6.3 -7.2 2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 -6.3 72 0 to 5° Flat 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10° 2 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15° 3 1 24.1 -8.0 16.0 -4.6 -23.1 15.1 -16.0 -11.5 -32.3 -25.3 110 20° 4 1 26.6 -7.0 17.7 -19 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25 0 6 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 2 - - - - -4.1 -7.9 -1.1 -5.7 - 30° to 45° 7 to 12 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 0 to 5° Flat 1 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1 10° 2 1 25.8 -10.7 17.1 -6.2 -27.4 -16.8 -19.1 -12.9 -38.4 -30.1 15° 3 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1 120 20° 4 1 31.6 -8.3 21.1 -4.6 -27.4 1 -19.1 -19.1 -14.5 -38.4 -30.1 25 0 6 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2 2 - - - - -4.8 -9.4 -1.3 -6.0 - 30° to 45° 7 to 12 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3 2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 -103 0 to 5° Flat 1 26.8 -119 17.8 -8.2 -32.2 -18.3 -22.4 -14.2 -45.1 -35.3 10° 2 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 -45.1 -35.3 15° 3 1 33.7 -11.2 22.4 -6.4 -32.2 -21.0 -22.4 -16.1 -45.1 -35.3 130 20° 4 1 37.1 -9.8 24.7 -5.4 -32.2 -22.4 -22.4 -17.0 -45.1 -35.3 25° 6 1 33.6 5.4 24.3 5.5 -14.9 -20.4 -10.8 -16.4 -27.8 -23.7 2 - - - - -5.7 -11.1 -1.5 -7.1 - 30° to 45 7 to 12 1 30.1 20.6 24.0 16.5 2.3 -18.3 0.8 15.7 10.6 -12.1 2 30.1 20.6 24.0 16.5 1 11.6 -9.0 10.0 -6.4 10.6 -12.1 continued Fo 294 2003 INTERNATIONAL BUILDING CODE® 21 LWn % , v �.o a , a �bf tg -AFT , r �- �Fr�C SFr (, I•� PS�� = �1,� C -pr 2 7��5b �S 1 a AI r' lb Fl (7-9 If) r- Cgs t = t -)( i y } C9 r)C F rx Vi Arl>F� NQE Ground Motion - Conterminous 48 States Latitude = 43.82601, 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 Spectral Parameters for Site Class D 0.2 070.6 Sa = FaSs, Fa = 1.39 �- 1.0 035.3 Sa = FvS 1, Fv = 2.144C- Spectrum for Site Class 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 0.600 058.9 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 [47 R Y I LATERAL ANALYSIS - SEISMIC BASE SHEAR - 2000 IBC BUILDING GEOMETRY Number of Stories: N:= I (N = 4 max) Dimensions & Dead Loads: Length Width Story Height Story DL Wall DL PARAPET: h (N +1) '= 0-ft DLw (N +1) '= 0•psf STORY 4: L := 0-ft D := 0-ft h := 0-ft DL := 0•psf DLw := 0•psf STORY 3: L := 0-ft D := 0-ft h := 0-ft DL := 0•psf DLw := 0•psf STORY 2: L := 0-ft D := 0-ft h := 0-ft DL := 0-psf DLw := 0•psf STORY 1: L := 184-ft D := 54-ft h := 10-ft DL := 15•psf DLw := 15•psf q DESIGN CRITERIA Seismic Use Group: II Soil Site Class: D *Design (1616.2.1; p.326) (Table 1615.1.1; p.322) Category Spectral Response Acceleration: @ short periods .7a 1 - sec. period catA = 1 (Seismic Design Parameters catB = 2 version 3.10 cd) S := .706 S1:= .353 catC = 3 Site Coeffficients (Table 1615.1.2(1); p.323) F := 1.39 F := 2.14 catD = 4 (Table 1615.1.2(2); p.323) catE = 5 Design SRA Parameters: Sds := 0 . 67- Fa - Ss SdI := 0.67•F SI caff = 6 (Eqn. 16-40; p.322) (Eqn. 16-41; p.322) Sds = 0.657 SdI = 0.506 Seismic Design Category*: D cat := catD (1616.3; p.326) LATERAL SYSTEM: Wood Framed Walls Response Modification Factor: R:= 6.5 (Table 1617.6.2; p.334) Importance Factor: (Table 1604.5; p.272) Fundamental Period (appx.): (Eqn. 9.5.5.3.2 -1 a ASCE 7 -02) (Table 9.5.5.3.1 ASCE 7 -02) (9.5.5.3 ASCE 7 -02) T 0.1•N C := 1.4 T:= if (T > T C T Cu, Ta) Fundamental Period: T =0.1 BUILDING WEIGHT Diaphragms: wd := DL •L •D X x x x Walls: ww := DLwX hx + DLw x +1 ' (X+1) X 2 (x+0 2 Story Weight: w := wd + ww •(2•L + 2•D X x x x x Building Weight: W:= 1w W = 184.74 k X Total Height: hn :_ y h. x � i =1 Seismic Base Shear Revised January, 2002 Page 1 of 3 . It BASE SHEAR CALCULATIONS Seismic Response Coefficient: Short Periods: Calculated: Long Periods: (9.5.5.2 ASCE 7 -02) (Eqn. 9.5.5.2.1 -3 (Eqn. 9.5.5.2.1 -1 (Eqn. 9.5.5.2.1 -2 ASCE 7 -02) ASCE 7 -02) ASCE 7 -02) Csmin = 0.044•Sd Sds Shc C �= Csmax �= R ( R ) le le) Ta C := if(C < Csmin,Csmin,Cs) C := if(Cs > CsmaxXsmax Min. Cat. E & F: (Eqn. 9.5.5.2.1 -4 ASCE 7 -02) O.5-S1 Csef = F I e Cs := Csef if (cat >_ 5).(C < Csef) Csef if (S1 >_ 0.6)•(C < Csef) C otherwise Design Response Coefficient: C = 0.101 TOTAL BASE SHEAR: STRENGTH ALLOWABLE (Egn.9.5.5.2 -1 ASCE 7 -02) (Egn.9.5.5.2 -1 ASCE 7 -02) V V:= C W V :_ — 1.4 V = 18687 lb V = 13348 Ib Vertical Distribution 1 � 0.5 Distribution Exponent: k1 := tl := ( 2 , ( 2.5 k:= 1 if T < 0.5 (9.5.5.4 ASCE 7 -02) linterp(tl , kl , T) if 0.5<_T<_2.5 Wx-(hn 2 if T > 2.5 Distribution Factor: x)k Cv :_ (Eqn. 9.5.5.4 -2 ASCE 7 -02) x N X=1 STORY SHEAR: STRENGTH ALLOWABLE (Egn.9.5.5.4 -1 (Egn.9.5.5.4 -1 ASCE 7 -02) ASCE 7 -02) F F := Cv • V Fa :_ x x X x x 1.4 STORY 4: F4 _ e lb Fa _ • lb STORY 3: F3 = 1 lb Fa it lb STORY 2: F2 =# lb Fa _ • lb STORY 1: F1 = 18687 lb Fa = 13348 lb Seismic Base Shear Revised January, 2002 Pa e 2 of 3 DIAPHRAGM FORCES Seismic Diaphragm Force: (Design Category A - C) (Eqn. 16-60; p.339) Seismic Diaphragm Force (Design Category D - F) (Eqn. 16 -63; p.341) PERPENDICULAR TO L: PERPENDICULAR TO D: wd wd FpLl := 0.2•Ie•Sds•r x + 2•ww 1 FpDl := r0.2•Ie•Sds•� x + 2•ww X � Lx x) x Dx x)J N I F. i i =x Fp X N E w i =x Minimum / Maximum: Fpmin := 0.2•Sd Fpmax := 0 . 4 •Sds'Ie (1620.4.3; p.341) Fp := x x x x x if (Fp < Fpmin , Fpmin , Fp ) ` Fp := x x x x x if Fp > Fpmax , Fpmax , Fp ) ` wd wd FpL2 := Fp • x + 2 • ww FpD2 := Fp • x + 2 • ww l X x L x) x x) D xl FpL x = x FpL 1 if cat <_ 3 FpL2 if cat >_ 4 DIAPHRAGM FORCES: STORY 4: STORY 3: STORY 2: STORY 1: ALLOWABLE FpL FpL X 1.4 FpLa4 _ i plf FpLa3 =; plf FpLa2 _ i plf FpLa1 = 90 plf FpD := FpDl if cat 5 3 FpD2 if cat >_ 4 ALLOWABLE FpD FpDa :_ 1.4 FpDa = a plf FpDa = I plf FpDa = i plf FpDa = 273 plf NOTE: forces added from offsets or changes in stiffness of the vertical resisting elements need to be added to the diaphragm design, see (1620.2.5; p.339) & (1620.4.3; p.341). Seismic Base Shear Revised January, 2002 Page 3 of 3 12- • r r v U0 i:? I* /. 3 ?% T 3-bk (:3, A Y-kr-> -� 74 F�L -= �,. - t V-1 ps T 3 .b K 13 s A LATERAL ANALYSIS - WOOD DIAPHRAGM DESIGN - 2003 IBC ROOF 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: Bending, Openings, Deflections: Length L:= 184 -ft PERPENDICULAR TO L FpLa:= 184 -plf (ALLOWABLE) n:= 4 (n = 5 max) l v FpLa- 2 VL := ifl vi _< vl(i- 1)'v10- 1)'v1J VL. V1.:= — ' D V1 = 68 plf V1 = 177 plf V1 = 177 plf V1 68 plf V1 I plf Width D:= 54 -ft PERPENDICULAR TO D FpDa := 273 -plf (ALLOWABLE) m:= 2 (m = 5 max) d =t}ft 1..n d := 54 -ft - Betw. VD1 & VD2 d := 0 -ft 1 40 -ft - Betw. VI-1 & VI-2 1 := 104 -ft - Betw. VI-2 & VI-3 1 := 40 -ft - Betw. VI-3 & VI-4 1 := 0 -ft - Betw. VI-4 & VI-5 k:= 0.. n l v FpLa- 2 VL := ifl vi _< vl(i- 1)'v10- 1)'v1J VL. V1.:= — ' D V1 = 68 plf V1 = 177 plf V1 = 177 plf V1 68 plf V1 I plf Width D:= 54 -ft PERPENDICULAR TO D FpDa := 273 -plf (ALLOWABLE) m:= 2 (m = 5 max) d =t}ft j:= 1..m d := 54 -ft - Betw. VD1 & VD2 d := 0 -ft - Betw. VD2 & VD3 d := 0 -ft - Betw. VD3 & VD4 d := 0 -ft - Betw. VD4 & VD5 = 1 p:= 0..M d vd := FpDa- 2 P VD .:= if vd. :5 vd , vd , vd..I J L J (J -1 ) (j -1 ) IJ VD. Vd.:= J L Vd = 40 plf Vd = 40 plf Vd = Plf Vd plf Vd -'= plf 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 240 plf which exceeds the roof diaphragm force calculated above. Wood Diaphragm Design Revised January, 2002 Pa e 1 of 1 LATERAL ANALYSIS - 1 STORY WOOD SHEAR WALL DESIGN - 2003 IBC P1 = SHEAR CALCULATIONS ANCHOR BOLTS LINE 2 STORY 1 P1•Va PIERS Length Heigh Tributary # Piers in Shear Line: nl := 4 (n = 8 max) 1: 11 := 6-ft hl := 10-ft t1 := 20-ft Story Shear: Fa := 13.4•k (Allowable) 2: 11 := 12-ft h1 := 10-ft ti := 20-ft Shear Attributed To Line: Va := 6.7k (Allowable) 3: 11 := 12-ft h1 := 10-ft t1 := 20-ft Story DL: DL = 15•psf 4: 11 := 6-ft hl := 10-ft t1 := 20-ft Wall DL: DLw := 10-psf 5: 11 := 0-ft hl := 9-ft t1 := 6-ft Story Length & Width: L := 184•ft D := 54-ft 6: 11 := 0-ft h1 := 0-ft t1 := 0-ft Story Height: h := 10-ft 7: 11 := 0-ft h1 := 0-ft t1 := 0-ft Sill Plate Length: Ls := 64-ft 8: 11 := 0-ft hl := 0-ft t1 := 0-ft 1W := 6-ft (smallest pier length) REDUNDANCY 10 Val lwi Max. Element -Story Ratio: rmax := lw • l I (1617.2.1; p.329) �11 Fa Redundancy Factor: (1617.2.1; p.329) P1 := 2 — ` rmax L P1 := if(P1 <_ 1.0,1.0,if(PI >_ 1 . 5 , 1 . 5 ,P1)) P1 = SHEAR CALCULATIONS ANCHOR BOLTS P1•Va P1•Va Unit Shear (for walls): v := Unit Shear (for bolts): vb :_ �ll I ' s l OVERTURNING CALCULATIONS it := l..nl 1/2" bolt in 1 1/2" sill: s 0 5 (615•1b)•1.33 �= vbl P1•Va l Overturning Moment: Mo1. :_ •11. it ill I �1 5/8" bolt in 1 1/2" sill: (878•1b)•1.33 s0.625 = vb 1 11. I1. Resisting Moment: Mrlil := 0.67 (DL 11iI 2l + (DLwI•hlil)•llii• 2l Nominal Overturning: M1 Molil _ Mrlil Tension at Pier Ends: TI Ml i :_ t 11 ii DEFLECTION CALCULATIONS �j Wood Shear Wall Design Revised January, 2002 Pa e 1 of 2 15 .1%.0 SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 1w r := 2- r = 1.2 as per note "a" table 2305.3.3 h r:= if(r> 1.0,1.0,r) Unit Shear u — = 186 plf 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 sQ_5 = 94 in USE: 5/8" dia. x 10" J -bolts Spacing = 32" o.c. 5/8" A.Bolts s0.625 = 134 in Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 Uplift HOLD DOWN Pier Deflection Pier 1: TI = 10571b STHD14 Pier 2: T1 = 25316 NONE Pier 3: T1 = 253 lb NONE Pier 4: T1 = 105716 STHD14 Pier 5: T1 _ lb Pier 6: T1 = lb Pier 7: T1 = lb Pier 8: Tl _sib 5/8" A.Bolts s0.625 = 134 in Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 ..1 e r 1 (9 LATERAL ANALYSIS -1 STORY WOOD SHEAR WALL DESIGN - 2003 IBC LINE A STORY 1 # Piers in Shear Line: nl := 2 (n = 8 max) 1: Story Shear: Fa := 22.45•k (Allowable) 2: Shear Attributed To Line: Va := 3.6k (Allowable) 3: Story DL: DL := 15•psf 4: Wall DL: DLw := 15•psf 5: Story Length & Width: L := 184-ft D := 54-ft 6: Story Height: h := 10 -ft 7: Sill Plate Length: Ls := 64 -ft 8: PIERS Length Height Tributary REDUNDANCY 10 Max. Element -Story Ratio: rmax Val lw 1w1 (1617.2.1; p.329) 1 �11 1 Fa Redundancy Factor: p l := (1617.2.1; p.329) rmax L 1 D l P1 if(P1 <_ 1.0,1.0,if(pI >_ 1 . 5 , 1 . 5 ,P1)) 11 := 8.5 -ft hl := 10 -ft ti := 20 -ft 11 := 8.5. ft h1 10 -ft t1 := 20 -ft 11 := 0-ft h1 := 9 -ft t1 := 6 -ft 11 := 0 -ft hl 9 -ft t1 := 6 -ft 11 := 0 -ft h1 := 9 -ft t1 := 6-ft 11 := 0 -ft hl := 0 -ft t1 := 0 -ft 11 := 0 -ft h1 := 0 -ft t1 := 0 -ft 11 := 0 -ft h1 := 0 -ft t1 := 0 -ft 1W := 8.5 -ft (smallest pier length) Nominal Overturning: Mlil := M01i1 _ Wlil Tension at Pier Ends: T1 Ml i :_ t 11 ii DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Pa e 1 of 2 P1 =1 SHEAR CALCULATIONS ANCHOR BOLTS P1•Va P1•Va Unit Shear (for walls): v := Unit Shear (for bolts): vb :_ L�11 Lsl OVERTURNING CALCULATIONS it := 1.. nl 1/2" bolt in 1 1/2 " sill: s 0 5 := (615.1b)•l.33 vbl (P1•Val•hl l Overturning Moment: . I I� �11 I I I — Molil ll il 5/8" b i 1 1/2 �� ill on s: s 0 625 ) •1.33 (878.1b )-l.33 Bbl J 11. 11. Resisting Moment: Mrlil := 0.67• (DL ta ll 2 + 1( DLw I hlil)•llil• 2l Nominal Overturning: Mlil := M01i1 _ Wlil Tension at Pier Ends: T1 Ml i :_ t 11 ii DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Pa e 1 of 2 ` W # M SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 1W r := 2- r = 1.7 as per note "a" table 2305.3.3 h r:= if(r> 1.0,1.0,r) Unit Shear v — = 212 plf 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 so.5 = 174 in USE: 5/8" dia. x 10" J -bolts Spacing = 32" o.c. 5/8" A. Bolts s0 = 249 in Pier Deflection 11 Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 Uplift HOLD DOWN Pier 1: TI = 8361b STHD14 Pier 2: T1 = 836 lb STHD14 Pier 3: Th = r lb Pier 4: T1 = rlb Pier 5: T1 = lb Pier 6: TI = r lb Pier 7: T1 = i lb Pier 8: TI = E lb 5/8" A. Bolts s0 = 249 in Pier Deflection 11 Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 V Y LATERAL ANALYSIS - 1 STORY WOOD SHEAR WALL DESIGN - 2003 IBC LINE B STORY 1 PIERS Length Heigh Tributary # Piers in Shear Line: nl := 1 (n = 8 max) 1: Story Shear: Fa := 22.45•k (Allowable) 2: Shear Attributed To Line: Va := 8.3k (Allowable) 3: Story DL: DL := 15 -psf t1 := 6 -ft 4: Wall DL: DLw := 10•psf 11 := 0 -ft 5: Story Length & Width: L := 184 -ft D := 54-ft 6: Story Height: h := 10-ft length) 7: Sill Plate Length: Ls := 64 -ft (P1•Val•hl l 8: REDUNDANCY Max. Element -Story Ratio: (1617.2.1; p.329) Redundancy Factor: (1617.2.1; p.329) 10 Val lw, rmax := lw 1 �I1 1 Fa P1 : =2— rmax L D P1 if(P1 <_ 1.0,1.0,if(pI > :1.5,1.5,P1)) P1 = 11 := 47 -ft hl := 10 -ft tl := 20 -ft 11 := 0 -ft h1 := 10 -ft t1 := 20 ft 11 := 0 -ft hl := 9 -ft t1 := 6 -ft 11 := 0 -ft h1 := 9 -ft t1 6 -ft 11 := 0 -ft h1 := 9 -ft t1 := 6 -ft 11 := 0 -ft h1 := 0 -ft t1 := 0 -ft 11 := 0 -ft h1 := 0 -ft t1 := 0 -ft 11 := 0 -ft h1 := 0 -ft t1 := 0 -ft 1W := 47 -ft (smallest pier length) SHEAR CALCULATIONS ANCHOR BOLTS P1•Va P1•Va Unit Shear (for walls): v := Unit Shear (for bolts): vb :_ �11 Lsl OVERTURNING CALCULATIONS it := l ..nl 1/2" bolt in 1 1/2' sill: s 0 5 := (615•1b)•l.33 vb (P1•Val•hl l Overturnin Moment: M01. 111. — it I it 5/8" bolt in 1 1/2" sill: s0.625 (878-1b = ) y11 vb 1 11 ii 11 ii Resisting Moment: Mrl := 0.67• I[ ( DL ll + (DLw hl ll 2 2 Nominal Overturning: Ml := M01 i1 — Mri Tension at Pier Ends: Tl Ml i :_ t 11 ii DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Pa e 1 of 2 I' 'IV •- SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 1W r := 2- r = 9.4 as per note "a" table 2305.3.3 h r:= if(r > 1.0, 1.0, r) Unit Shear v — = 177 plf 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 s0.5 = 76 in USE: 5/8" dia. x 10" J -bolts Spacing = 32" o.c. Uplift HOLD DOWN Pier Deflection Pier 1: T1 =-4532 lb NONE Pier 2: T1 = lb Pier 3: T13 = lb Pier Pier 4: T14 = lb Pier 5: T1 = lb Pier 6: T1 = lb Pier 7: T1 = lb Pier 8: T1 _ i lb 5/8" A.Bolts 50.625 = 108 in Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 2O 10' W or Preliminary Footings and Foundation Design Assumed soil bearing pressure: p:= 2000•psf Continuous wall load F1: wl :_ (15 + 30)•26•plf + 10.15•plf All wall cont. footings: W:= W 1 w = 7.92 in use 20" x 12" x cont. w /(2) #4 cont P 8 FOOTING.mcd Revised June, 1999 Page 1 Plan Checklist for the 2003 International Building Code Name of Project: jAc,t n/ �i ne; / . USE AND OCCUPANCY 1. Classification as per Sections 302.1 & 303 thru 312 2. Identify if mixed occupancy exists. Yes or No 'C If no then skip #3 below. 3. Incidental use areas see Table 302.1.1 Accessory Space (10% or under) Nonseparated Mixed Occupancy as per Section 302.3.1 IV Separated Mixed Occupancy as per Table 302 3.2iIdentify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating /ll& 4. If Assembly Occupancy e fists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 303.1.1. 5. Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies, see Section 406. I -2 Occupancies see Section 407. I -3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of FlanimablgrFinishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418. HEIGHT AND AREA 1. Area, First Floor 9 If I / , Second Floor , Third Floor 2. Area meets requirements as per Table 503. (Basements need not be included as per Section 503.1.1) Yes No 3. Height meets requirements as per Table 503. Yes_ No 4. Buildings on same Lot? YesX No If no then skip #5 below. 5. Regulated as Separate X or Regulated as one Building as per Section 503.1.3 6. Height modified as per Section 504. Yes No x If yes, sprinklers are required. 7. Area modified as per Section 506. Yes No If yes use the area provided below to calculate increase. 4p 3a 1� s //• 3 t ** //. a,G //,, z /o, o -2 3 7`� Total Area Allowed after Increase /4, a 23 Area Shown on Plans ! / 7/ 8. Zero Lot Line Buildings see Sec ion 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507. A- TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 Vg 2. Check allowable material for Type I and II buildings as per Section 603 3. Table 601 - Identify Building Element Ratings MIA. 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls AM W' ke&V Zo 5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8.1) - 76�o 6e-9J%;C - A10 6. Projections meet requirements of Section 704.2 V 7. Check for window vertical exposure from roof below as per Section 704.10 8. Check that Parapets are not required as per Section 704.11 bdlO 9. Are Firewalls used or required? Yes No If no, skip #10 below. 10. Check Firewalls for S ctu 1 to ility Fire Resistance Rating as per Table 705.4 Made of Noncombus a at ri 1 (except Type V) Horizontal Continuity Vertical Continuity_ Co cti n o erior Walls as per Section 705.5.1 Extend to Horizontal Projectin El e s s r Section 705.5.2 Openings (no windows) as per Section 705.8 Che t a en trations meet requirements of Section 712 Ducts and Air Transfer Openi gs in Firewall meet requirements of Section 705.11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes No )�_ If no skip #12 below. 12. Check Fire 1prriers for structural stabil' y as per Section 706.4. k Openings limited to 25% of wall. ( _ aximum opening si o 2 sq. ft. (unless sprinklered) Check that Penetrations meet the requirements f c n 712. Ducts and Air Transfer Openings meet the requirements of Section 712 a 1 . 13. Are Shaft Enclosures used or required? Yes No X If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 707. 15. Are Fire Partitions used or required? Yes No x If no then skip #16 below. 16. Check Fire Partitions for Structural Stability Continuity as per Section 708.4 Dwelling units that are sprinklered are allowed '/2 . e bons versus 1 hr. Check that Penetrations meet the requirements of c Ducts and Air Transfer Openings meet the requirements of Section 712 and /� 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3. LN 18. All Penetrations in Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712..L 19. Fire Resistive Joint Systems meet the requirements of Section 713. 20. Doors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.3. 21. Fire Doors are Self Closing.��q 22. Fire Windows or Glazing conform to Section 715.4 and Table 715.4.*4 23. Fire and Smoke Dampers conform with Section 716. 24. Fire Blocking and Draft Stopping is provided as per Section 717 'topping is not required at partition line in dwelling units with combined space M)fless than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) 25. Wall and Ceiling Finishes meet the requirements of Table 803.5 and Section 803.X 26. Floor Finish meets requirements of Section 804. FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. requirements? Yes No_)g_ If no skip #2 below. 2. List the type of system that is required IV 3. Other requirem is requiring Fire Protection Systems (check if needed): Group A (As pE; Section 903.2.1) Group E (As pe Section 903.2.2) Group F -1 (As er Sectio 903.2.3) Group H (As p r Se ti n 0 .2.4) Group I (As pe Se 'o 0 . .5) Group M (As p r S .2.6) Group R (As p (r S ction 03.2.7) Group S -1 (As er Section 903.2.8) Group S -2 (As er Section 903.2.9) All Buildings ( Kcept R -3 and U (As per Section 903.2. 10) Ducts conveyii g Hazardous Exhausts (As per Section 903.2.12.1) Commercial Cooking Operations (As per Section 903.2.12.2) As per Table V3.2.13 4. If Sprinklers needed as identified in #3 list type of system required. 5. If Sprinklers required by any of the above, Are Monitors and Alarms provided as per Section 903.4? 6. If an Alternativ utomatic Fire Extinguishing System is identified, does I meet the requirements of Section 904? 7. Are Fire Alarms required as per Sections 907 or 908? Yes No if no then skip #8 below. ,,�� tt 8. Do Alarms meet the requirements listed in Sections 907 or 908 ? / 9. Is smoke control required ?(as per Sections 402, 404, 405 or 410) Yes N If yes, see Sections 909._ 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410.& MEANS OF EGRESS 1. Minimum height of Tas per Section 1003.2. `( 2. Any protruding objects meet the requirements of Section 1003.3. x 3. The occupant load shown on plans. is p 4. The occupant load as per calculated by Table 1004.1.2. 5. Occupant load posted in every assembly occupancy as per Section 1004.3. f� 6. Egress width is identified on plans.X 7. Egress width meets requirements as calculated per Table 1005.1. x 8. Multiple means, of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required. X 9. Door encroachment does not reduce the required egress width to less than 50% required. X 10. Means of egress is illuminated as per Section 1006. � /1 -�f� 454 11. Illumination emergency power is shown for means of egress as per Section 1006.3. ��,gr 12. An enclosed exit stairway is shown. Yes Nom if no, skip #13, #14 and #15 below. 13. Enclosed stairway has an area of refuge(as per Section 1007.6) or is sprinklered. 14. Area of refuge has 2 -way communications, instructions and is identified as per ections 1007.6.3, 1007.6.4 and 1007.6.5. 15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1. 16. Doors swing in the direction of travel where serving 50 or more persons or in a H occupancy. 17. Specialty doors meet the requirements of 1008.1.3. >( 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. 19. Thresholds are identified as a maximum of 1 /2" high, for swing doors and 3 /a" for sliding doors as per Section 1008.1.6. X 20. Space between two doors is 1;�s than 48 "(except R2 &R3 non Type A units). 21. Locks and latches meet requirements of 1008.1.8. X 22. Panic hardware is shown at required locations (Section 1008.1.9). 23. Does a stairway exist. Yes No x If no, skip #24 thru #28. 24. Stairway doors do not open over stairs. 25. Stairways 1009.1) ar �� minimum of 44" wide(except where occupant load is 50 or less or as per Section 26. Maximum riser is 7 inches and minimum tread is 11 inches.�A -, 27. A landing is provided at the top and bottom of each t rway. N/� 28. Maximum vertical rise without a landing is 12'. - 29. Handrails are identified that meet the requirements of Section 1009.11. 30. Handrails return to wall, etc. or are continuous to next stair handrails 31. Elevation change of over 1/20 is designed as a ramp as per Section 101 32. Exit signs are identified when over 2 doors are required for exitin 33. Exit signs are spaced no more than 100' apart or to the door. 34.42" guardrails are shown whenever a walking surface is over 3 " above gradOte 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. 36. Egress does not pass through interveniWses unless the space is accessory to rea ser ved and the intervening space is not hazardous. 37. If multiple tenant spaces exist, egress from any one does not pass through another. 38. Length of egress travel does not surpass requirements as per Section 1013.3. 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2 I 40. Spaces with one means of egress meet the following maximum occupancy loads: a. Occupancy A,B,E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H -3 - 3 occ. C. Occupancy H -4, H- 5,1- 1,1- 3.1 -4, & R - 10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of 1 /2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1/3� 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided._ 43. Refrigeration machinery rooms and refrigerated rooms gvkr 1000 sq. ft. have two exits. 44. Stage means of egress comply with Section 1014.6. 45. Exit Access tr vel distance meets requirements of Table 1015.1. 46. Exterior e i alconies constructed in accord ce with Section 1015.1 have 100' added to their travel distance. 47. Corridors are rated as per Table 1016.1. 48. Corridor widths meet requirements of Section 1016.2. 49. Corridor dead ends are less tan 20' or 50' for sprinklere occupancies B and F. 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. 51. The minimum number of exits for occupant load meets the following: 1-500 requires 2 exits 501 -1000 requires 3 exits More than 1000 requires 4 exits 52. Buildings with one exit meet the requirements of Section and Table 1018.2. 53. Interior stairwells required as a means of egress m e the requirements of Section 1019. 54. Space under stairs is identified as 1- our rated. 55. Exterior ramps or stairs are open ne side an have a minimum of 35 sq. ft. of open space not 1 ss than 42" above any floor level. 56. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6. 57. Exterior balconies, stairways and ramps are over 10' from 1 lines and other buildings on the lot. ,4 58. Egress courts meet the requirements of Section 1023.5- 59. Assembly occupancies meet the requirements of Section 1024. 60. Window egress or better is provided in every sleeping room and any habitable basement. ACCESSIBLITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible spaces and the public right -of- way(except as excepted by Section 1104). )! 2. In addition 1.0 the required accessible entrances, 50 �ll public accessible. 3. Accessible parking is provided as per Table 1106.1 /lrrT! 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therap . 5. Van spaces are provided.(one out of six and any portion) '? Nd1 6. Accessible parking is p on shortest route from accessible parking to the accessible building entrance. - I a'f 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designe s Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service. 10. Where more than 2 apartment unit, one level town homes or condos are locate in a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117.1. 11. Wheelchair spaces (and companion seat per Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1. 12. Assistive listening systems are provided in Assembly o upancies where audible communications are integral to the use of the space. 13. Any Assembly occupancy performance area has an accessible route per Section 1108.2.8. 14. Any dining area in an Assembly Occupancy is fully accessible.A_ 15. Self service storage facilities shall provide accessible spaces as per Section 1108.3. 16. Toilet and bathing facilities are accessible(unless in a private office)as pe ection 1 09.2.E 17. Unisex toilets and bathing rooms are supplied as per Section 1109.2.1. 18. Where sinks are provided, 5 %, but not less than 1 is accessible. 19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwelling). W 20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8. A INTERIOR ENVIROIVIENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1 /150 of the floor space or 1/300 with vapor barrier. 2. 50% of the attic ventilation is 3 ft. above eaves. 3. Crawl space- ventilation complies with Section 1203.3. 4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space. 5. Interior spa s that do not have openings directly to outside meet requirements of Section 1203.4.1. 6. Bathrooms containing bathtubs, showers or spas are mechanically vented. 7. Natural or Artificial light is provided that meets the requir meets of Section 1205. 8. Courts shall meet the requirements of Section 1206.3. 9. Dwellings party walls and floors meet the requirements o Section 1207. 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. 11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. Uft 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". 13. Attics and crawl spaces have access openings as per Section 1209.�('� 14. An energy review has been submitted that meets the requirements of the International Energy conservation code." - l'rv EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided._ 2. Water resistant barrier shown on sheathing as per Section 1402.2. 3. Masonry veneer is flashed at bottom and has weep holes. bra _1W 4. Masonry veneer shall be mechanically attached as per Section 1405.5. 5. Stone Veneer is anchored as per Section 1405.6. j� 6. Sidings shall be applied as per Section 1405. 1 �eL 7. Fire separation distance for combustible veneers(siding) meet that of Table 1406 2.1.2.�p 8. Balconies that protrude shall meet the requirement of Table 601 for floors /�- 9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407. 10. Roof coverings meet the requirements of Table 1505.1. 4 11. Double underla ent is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. NI - 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is provided from the roof edge to 24" inside of the i{�side of t e exterior wall. X 13. Drip edge metal is provided along all roof edge. 14. Metal roofs meet the requirements of Section 1507.4. 15. Built -up roofs meet the requirements of Section 1507.10. 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 #d 1507.13.___PA' 17. All other roofing types meet the requirements of Section 1507.r STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5) 2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live loads, ground snow load, basic wind speed, wind exposure, seismic design category and site class. W 3. All plans except: as described in #1 above shall include the following: a. Floor live load including any reductions. x b. Roof live load as per Section 1607.11. X_ C. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor. W teV06 - NOD d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and cladding. f A *06 &) /*fe - N076V e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic - force - resisting systems, design base shear, seismic response coefficients, response modification factors and the anal sis procedure used. 4. Flood zone is identified(if in flood zone see Section 1603.1.6) 5. Design of floor live loads in access of 50 lbs per sq. ft. also identify that signs must be posted. 6. Structural design calculations meeting the requirements of chapter 16 have been provided 7. Architectural, mechanical and electrical components meet the seismic requirements of Section 1621. )< 8. Where special fabrication (usually steel) is performqq off sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. 9. Special inspections are identified for welding. J 10. Special inspections are identified for high stren h bolting. 11. Special m ctions are identified for concrete construction except as excluded by Section 1704.4. 12. Special inspection are identified for masonry as per Section 1704.5. 13. Special inspections are identified for fills greater than 12" deep where load is applied. 14. Special inspections are identified for all pier and pile foundations. 15. Special inspections are identified for sprayed on fire resistance ap hcations.� 16. Special inspections are identified for smoke control systems. 17. Quality assurance plan for seismic resistance is provided (exce for desi light frame as per chapter 2308 or reinforced masonry less than 25 feet high) 18. Special inspections are provided for seismic force resisting systems. 19. Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or III. SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1804.2 . 2. Soil investigation meets the requirements of Section 1802.2. 3. Grading is a minimum of 2% for concrete or asphalt surfaces or % Wfinatural surfaces.x 4. Information provided as per Section 1803.5 for any structural fill. - I 5. Footings (except for 1 story ca tegory 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protection. VOT 6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3. 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). )r 8. Footings designed so that the allowable bearing capacity of the soil is not exceeded._ 9. Foundation meets the requirements of Section 1805.5 (including tables 1805.51. 10. Except for Group R and U occupancies of light framed constructloy of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5. 12. Foundation nage system or water - proofing (Section 1807.3) is provided where water tab e warrants. 13. Damproofrng shown under slabs as per Sectio k8807.2.1. 14. Damproofin.g shown for foundation walls.__AI 15. Minimum of 4" of gravel is shown under all slabs. )( 16. Foundation am is installed (except in well - drained gravel areas) as per Section 1807.4.2 and 1807.4.3._/ 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811. 18. Piers are a minimum of 2' wide and meet requirements of 1808.223. and 1812 CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. X 2. Structures assigned to Seismic Design Category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. x 3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2). K 4. Masonry shear walls are provided in both directions so that their cumulative dimension in each direction is a minimum of 0.4 times the long length of the building (as per Section 2109.2.1.2). 5. Floor and roof diaphragm width to length ratios for masonry buildings meet Table 2109.2.1.3.(Empirical Design Only) A 6. Masonry wall lateral support is identified in engineering documents or empirically by Table 2109.4.1.�� 7. Masonry thickness of be walls for one story is a minimum of 6" and 8" for two story buildings as per Section 2109.5.21 8. Masonry foundation walls meet all of the requirements of Section 2109.5.6.