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Plans r d • April 3, 2008 John Westfall and Bill Scotsman 7933 N. Upland Dr. Portland, OR 97203 RE: Moved Modular. Project Information Permits: SIT2008 -00009 & BUP2008 -00088 Construction Type: VB Address: 9000 SW Durham Rd. Occupancy Type: E The Site and Building plan reviews were performed under the Oregon Structural Specialty Code (OSSC) 2005 edition and 2007 Oregon Fire Code. The submitted plans are approved subject to the following conditions: 1103.1 Site accessibility, exterior routes of travel. At least one accessible route shall be provided within the boundary of the site from public transportation stops, accessible parking spaces, passenger loading and drop -off zones, and public streets or sidewalks to an accessible entry. When more than one building or facility is located on a site, at least one accessible route shall be provided between accessible buildings and accessible site facilities. The accessible route shall be the most practical direct route among accessible building entries, accessible site facilities and the accessible entry to the site. 1103.2 Design and construction. Accessibility required by this section shall be designed and constructed in accordance with this section and Sections 1107, 1108 and 1109. 1103.2.4 Walks. All walks on accessible routes shall be continuous with a minimum clear width complying with Section 1109.4.2. 1103.2.4.2 Height. There shall be a clear continuous minimum height complying with Section 1109.4.3. The running slope shall not exceed 1 unit vertical in 20 units horizontal (5- percent slope).Cross slopes shall not exceed 1 unit vertical in 50 units horizontal (2- percent slope). Exception: Where site infeasibility precludes a running slope of 1 unit vertical in 20 units horizontal (5- percent slope), the least possible running slope shall be provided. Walks with slopes in excess of 1 unit vertical in 20 units horizontal (5- percent slope) shall comply with Section 1109.7. In no case shall a walk that is part of an accessible route have a running slope greater than 1 unit vertical in 12 units horizontal (8.33- percent slope). Handrails are not required on walks with a slope of 1 unit vertical in 20 units horizontal (5- percent slope), or less. 1108.1.1 Circulation path. Where a building or a portion of a building is required to be accessible, an accessible route shall be provided to all portions of the building, to accessible building entries, to accessible building facilities and elements, and connecting to exterior accessible routes. Except within an adaptable dwelling unit, an accessible route to areas of primary function may serve, but not pass through, kitchens, storage rooms, toilet rooms, bathrooms, closets or other similar spaces. Accessible routes serving any accessible portion of a building, facility or element shall also serve as a means of egress or connect to an area of rescue assistance. Accessible routes shall be designed and constructed in accordance with Section 1109.4. 1108.1.1.4 Stairways. Interior and exterior stairways connecting levels that are not connected by an elevator, ramp or other accessible means of vertical access shall comply with Section 1109.8. 1109.2.2 Wheelchair turning spaces. Wheelchair turning spaces shall be designed and constructed to satisfy one of the following requirements: 1. A turning space not less than 60 inches (1524 mm) in diameter [see ADAAG Figure (a)]; or 2. A T- shaped space where the width is not less than 36 inches (914 mm). Each segment of the T shall be clear of obstructions for not less than 12 inches (305 mm) in each direction [see ADAAG Figure 3(b)] 1109.3 Controls and hardware. Where other sections of Section 1109 specifically require controls and hardware to be accessible, such controls and hardware shall comply with this section. 1109.3.2 Operation. Handles, pulls, latches, locks and other operating devices on doors, cabinets, plumbing fixtures and storage facilities shall have lever or other shape permitting operation by wrist or arm pressure and not requiring tight grasping, pinching or twisting to ✓ c operate. The force required to activate such equipment, other than exterior doors, shall be no greater than 5 pounds -force (2.22 N). Doors shall comply with Section 1109.9 1109.4 Accessible route. Accessible routes shall be designed and constructed according to this section. Ramps in an accessible route shall comply with Section 1109.7. Elevators and platform lifts in an accessible route shall comply with Section 1108.3. Doors in an accessible route shall comply with Section 1109.9. Protruding objects along an accessible route shall comply with Section 1109.5. Floor coverings and surface treatments of an accessible route shall comply with Section 1109.6. 1109.4.2Width. The minimum clear width of an accessible route shall be 36 inches (914 mm) except at doors (see Section 1109.9.2). Where an accessible route includes a 180- degree turn around an obstruction that is less than 48 inches (1219 mm) wide, the clear width of the accessible route around the obstruction shall be 42 inches (1067 mm) minimum [see ADAAG Figures 1, 7(a) and 7(b)]. Where an accessible route is less than 60 inches (1524 mm) wide, passing spaces at least 60 inches by 60 inches (1524 mm by 1524 mm) shall be located at intervals not to exceed 200 feet (60 960 mm). A T- shaped intersection of two corridors or walks may be used as a passing space. Exception: The minimum width for single wheelchair passage may be 32 inches (813 mm) for a maximum distance of 24 inches (610 mm). 1109.4.3 Height. Accessible routes shall have a clear height of not less than 80 inches (2032 mm). Where the vertical clearance of an area adjoining an accessible route is less than 80 inches (2032 mm), but more than 27 inches (686 mm), a continuous permanent barrier shall be installed to prevent traffic into such areas of reduced clearance [see ADAAG Figure 8(c -1)]. 1109.4.4 Slope. An accessible route shall have a running slope not greater than 1 unit vertical in 12 units horizontal (8.33- percent slope). An accessible route with a running slope greater than 1 unit vertical in 20 units horizontal (5- percent slope) shall comply with Section 1109.7. Cross slopes of an accessible route shall not exceed 1 unit vertical in 50 units horizontal (2- percent slope). 1109.4.5 Changes in level. Accessible routes and accessible spaces shall have continuous common floor or ramp surfaces. Abrupt changes in height greater than 1/4-inch (6.4 mm) shall be beveled with a slope no greater than 1 unit vertical in 2 units horizontal (50- percent slope). Changes in level greater than 1/2-inch (12.7 mm) shall be accomplished by means of a ramp meeting the requirements of Section 1109.7 [see ADAAG Figures 7(c) and (d)]. 1109.7.8 Exterior ramps. Exposed ramps and their approaches shall be constructed to prevent the accumulation of water on walking surfaces. 1109.7.9 Slip resistance. Ramps on accessible routes shall have a slip- resistant surface. 1109.8 Stairways. Stairways required to be accessible shall comply with Section 1009 and the provisions of this section. See Section 1013 for guardrail requirements (see ADAAG Figure 19). 1109.8.2 Open risers. Open risers shall not be permitted. 1109.8.3 Nosings. Stair nosings shall be flush and rounded to a radius of 1/2-inch (12.7 mm) maximum. Risers shall be sloped, or the underside of the nosing shall have an angle of not less than 60 degrees from the horizontal. Nosings shall project no more than 1 1/2 inches (38 mm) (see ADAAG Figure 18). 1109.8.4 Slip resistance. Stair nosings and treads shall have a slip- resistant surface. 1109.8.5 Exterior stairways. Exposed stairways and their approaches shall be constructed to prevent the accumulation of water on walking surfaces. 1109.8.6 Stairway handrails. Stairways shall have handrails on both sides of the stairs. Handrails shall comply with Section 1109.10.11 and shall have the following features: 1. Handrails shall be continuous along both sides of the stairs. The inside handrail on switchback or dogleg stairs shall always be continuous [see ADAAG Figures 19(a) and (b)]. 2. If handrails are not continuous, they shall extend at least 12 inches (305 mm) beyond the top riser and at least 12 inches (305 mm) plus the depth of one tread beyond the bottom riser. At the top, the extension shall be parallel with the floor or ground surface. At the bottom, the handrail shall continue to slope for a distance of the width of one tread from the bottom riser. The remainder of the extension shall be horizontal [see ADAAG Figures 19(c) and (d)]. Handrail extensions shall comply with ADAAG Figure 19. 3. The clear space between the handrails and the wall shall be 11/2 inches (38 mm). 4. Gripping surfaces shall be uninterrupted by newel posts, other construction elements or obstructions. 5. The top of handrail gripping surface shall be mounted between 34 inches (864 mm) and 38 inches (965 mm) above stair nosings. 6. Ends of handrails shall be returned to the floor, wall or post. 7. Handrails shall not rotate within their fittings. Respectfully, Loraine Sellers Plans Examiner loraine @tigard - or.gov Phone: 503.718.2708 Fax: 503.624.3681 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Criteria 30,40,85C,D,1.5,1500 . Date: 25- Mar -08 PO# - Fdn.Type: Mobile Project #: 0801 Task # 01.1 State(s): ID, OR, WA Table of Contents PREFABRICATED MOBILE BUILDING MULTI WIDE DESIGNS WIDTH: LENGTH TYPE: 28 32 Classroom 3 - 4 28 64 Classroom 5 - 6 28 66 Classroom 7 - 8 ECEWED MAR 2 8 20C$ CITY OF TIGA D BUILDING DIVISION IP ( 0 PR OpF SS ( N G NE �o 12327 9 s OREGON <`SAT23.1 GG 3` ) u � W. B EXPIRES: DECEMBER 31 2009 1/7 080404.01 .1 -FDN- MOB - Clsrm -85C, 30, Calcs PRI NTED- 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x32 MOBILE - Classroom Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1.5,1500 Project #: 0804.02 Task # 01 1 State(s): ID, OR, WA I. DESIGN CRITERIA: Dead Load' Roof, RDL = 10 psf Floor, FDL = 9 psf Wall, WDL = 8 psf Roof Live Load: Snow Load, RLL = 30 psf Load Duration Factor, Cd = 1 15 % Floor Load: Uniform Floor Load, FLL = 40 psf IBC Table 1607.1 Concentrated Live Load, p = 1000 lbs. IBC Table 1607.1 Partition, PDL = 0 psf Wind Load: Basic Wind Speed, V = 85 mph ASCE 7 Figure 6 -1 Building Classification Category II ASCE 7 Table 1 -1 Wind Importance Factor, Iw = 1.00 ASCE 7 Table 6 -1 "a" Edge Pressure Distance = 3.60 ft Roof Slope = 3 :12 = 14.04 Degrees Edge Wind Pressure, Wep = 14.1 psf ASCE 7 Figure 6.2 Interior Wind Pressure, Wip = 9.4 psf ASCE 7 Figure 6.2 Average Wind Pressure, Wp = 10.61 psf ASCE 7 Figure 6 -2 Exposure Category = C Exposure Factor, A = 1.21 ASCE 7 Section 6.5.6 1 Wind Topographic Factor, Kz = 1.00 ASCE 7 Section 6.5 Design Wind Pressure , Pw = Wp *A *Iw *Kz = 12.8 psf IBC Section 1605.3.1 Seismic: Total Weight, Wtot = 23.22 psf Snow Load % Used in Seismic Design = 0% Seismic Category = D IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss = 1.50 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1.2(1) Max. Spectral Response, SMS= Fa *Ss = 1.50 IBC Equation 16 -16 Design Spectral Response, S os = 2/3 *Sons = 1.00 IBC Equation 16 -18 Response Modification Coefficient, R = 6.50 IBC Table 1617.6 Shortest Total Length of Shearwall, lswt = 13 83 ft. Area, Ab = L *W = 896 ft. ^2 Max. Element - Story Shear Ratio, r = 10 /Iswt* 5 = 0 36 IBC Section 1617.2.2 Redundancy Factor, ps = 2- 20/(r *Ab ^(1/2)) = 1 00 IBC Equation 16 -32 Total Shear, pst = ps *1.2 *SDs *Wtot/(R *1.4) = 3,06 psf IBC Equation 16 -49 Dimensions Module Width, MW = 13.83 ft. Module Length, ML = 32.00 ft Width, W = # Units, Module Widthwise = 2 28 ft Building Length, L = # Units, Module Lengthwise = 1 32 ft. Wall Height, Wht = 9.001 ft. Roof Height, Rht = 3 .12 Slope 3.50 ft. Clear Distance between supports, L2a = 1 99.501 inches Joist Overhang, L2b = 33.23 inches Carriage Beam Height, CBht, = 8 inches 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 2/7 PRINTED - 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x32 MOBILE - Classroom Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1.5,1500 Project #: 0804 02 Task # 01.1 State(s): ID, OR, WA • II. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads Width, wbp = 16 inches 12 Length, lbp = 16 inches 24 Minimum Bearing Area, BA = 256 Sq Inches 288 Allowable Soil Bearing Pressure, [Class 4] Q = 1500 psf By Others IBC- T.18.4 2 Allowable Load, Pbp = (BA)/144"Q = 2667 pounds 3000 Anchors - Single or Double Helix 'Auger' Type OR Cross -Drive W /Stabil'X' Plate Allowable Anchor Capacity, Anchc = 3150 lbs. B. Exterior Pads Floor and Roof Loads: Exterior Rail Support Exterior Pads Required, Epr = 1 pad Allowable Load, Pfla = 2667 lbs. Exterior Uniform Floor Load,ufll = (FLL +FDL +RLL +RDL) *MW /2 +Wht *WDL = 679 lb /ft. Max Pad Spacing, Mps = Pfla /ufll = 3.93 ft. 4 42 Use: (10) 16 -inch x 16 -inch pad © 3.93 -ft o.c. supporting exterior frames. (10) C. Interior Pads Floor Loads Only: Interior Rail Support Interior Pads Required, Ipr = 1 pad Allowable Load, Pfla = 2667 lbs. Interior Uniform Floor Load, ifll = (FLL +FDL) *MW /2 +Wht *WDL = 403 lb /ft. Max. Pad Spacing, Mps = Pfla /ifll = 6.62 ft. 7 45 Use: (6) 16 -inch x 16 -inch pad @ 6.61 -ft o.c. supporting interior frames. (6) D. Column Pads Roof Loads: Mateline Roof Beams Uniform Roof Load,mbrl = (RLL +RDL) *MW = 552 lb /ft. 4.83 ft. /pad 5.44 Use: (8) 16 -inch x 16 -inch pads, (2) for every 9.66 -ft effective Mateline Beam Span. (7) E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Walls) 1 Unit Wind Load, UWL = (Wht +Rht) *Pw *L= 5135 lbs Governs Unit Seismic Load,USL = W*pst = 2745 lbs Angle of Anchor Strap, Asa, Radians 0 79 45 degrees Effective Soil Anchor Resistance, ESAR @ Asa° = 2217 lbs. Building Weight = 24586 lbs % Building Weight Used for Transverse Sliding 0% Longitudinal Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT* Friction Factor = 0 lbs. OTM = Lateral Load *wht /2 12353 Ft-lbs RM = Building Wt *W /2 344210 Ft-lbs Factor of Safety = RM /OTM 28 No Uplift Anchors Required Use: (3) Anchors, Min. 2. Lateral Walls Loaded (End, Short Walls) Unit Wind Load, UWL = (Wht +Rht) *Pw *W = 4493 lbs per t Governs Unit Seismic Lateral Load, USLL = L *pst = 2745 lbs.per l Angle of End Anchor Strap, Asea, Radians 0.79 45 degrees Effect. End Soil Anchor Resist.., ELSAR @ Asa° = 2217 lbs Building Weight Used for Longitudinal Sliding 0% Transverse Foundation Friction Factor = 0 40 Gravity Resistance, GR = Building WT* Friction Factor = 0 lbs OTM = Lateral Load *wht /2 20218 Ft-lbs RM = Building Wt *W /2 393382 Ft-lbs Factor of Safety = RM /OTM 19 No Uplift Anchors Required Use: (3) Anchors, Min. 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 3/7 PRINTED - 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x64 MOBILE - Classroom , Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1.5,1500 Project #: 0804.02 Task # 01.1 State(s): ID, OR, WA I. DESIGN CRITERIA: Dead Load' Roof, RDL = 10 psf Floor, FDL = 9 psf Wall, WDL = 8 psf Roof Live Load: Snow Load, RLL = 30 psf Load Duration Factor, Cd = 1.15 % Floor Load: Uniform Floor Load, FLL = 40 psf IBC Table 1607.1 Concentrated Live Load, p = 1000 lbs. IBC Table 1607.1 Partition, PDL = 0 psf Wind Load Basic Wind Speed, V = 85 mph ASCE 7 Figure 6 -1 Building Classification: Category II ASCE 7 Table 1 -1 Wind Importance Factor, Iw = 1.00 ASCE 7 Table 6 -1 "a" Edge Pressure Distance = 3,60 ft Roof Slope = 3 - 12 = 14.04 Degrees Edge Wind Pressure, Wep = 14.1 psf ASCE 7 Figure 6.2 Interior Wind Pressure, Wip = 9.4 psf ASCE 7 Figure 6.2 Average Wind Pressure, Wp = 10.61 psf ASCE 7 Figure 6 -2 Exposure Category = C Exposure Factor, A = 1 21 ASCE 7 Section 6.5.6 1 Wind Topographic Factor, Kz = 1.00 ASCE 7 Section 6.5 Design Wind Pressure , Pw = Wp *A *Iw *Kz = 12.8 psf IBC Section 1605 3.1 Seismic Total Weight, Wtot = 23.22 psf Snow Load % Used in Seismic Design = 0% Seismic Category = D IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss = 1 50 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1.2(1) Max Spectral Response, SMS= Fa *Ss = 1 50 IBC Equation 16 -16 Design Spectral Response, S Ds = 2 /3 *SMs = 1.00 IBC Equation 16 -18 Response Modification Coefficient, R = 6.50 IBC Table 1617.6 Shortest Total Length of Shearwall, lswt = 13 83 ft. Area, Ab = L *W = 1792 ft ^2 Max Element - Story Shear Ratio, r = 10 /Iswt* 5 = 0.36 IBC Section 1617.2.2 Redundancy Factor, ps = 2- 20 /(r *Ab ^(1/2)) = 1.00 IBC Equation 16 -32 Total Shear, pst = ps *1 2 *SDs *Wtot /(R *1.4) = 3.06 psf IBC Equation 16 -49 Dimensions' Module Width, MW = 13.83 ft. Module Length, ML = 64.00 ft Width, W = # Units, Module Widthwise = 2 28 ft. Building Length, L = # Units, Module Lengthwise = 1 64 ft. Wall Height, Wht = 9 001 ft. Roof Height, Rht = 3 :12 Slope 3 50 ft Clear Distance between supports, L2a = 1 99.501 inches Joist Overhang, L2b = 33.23 inches Carriage Beam Height, CBht, = 8 inches 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 4/7 PRINTED - 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x64 MOBILE - Classroom Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1.5,1500 Project #: 0804.02 Task # 01.1 State(s): ID, OR, WA . II. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads Width, wbp = 16 inches 12 Length, lbp = 16 inches 24 Minimum Bearing Area, BA = 256 Sq Inches 288 Allowable Soil Bearing Pressure, [Class 4] Q = 1500 psf. By Others IBC- T.18.4 2 Allowable Load, Pbp = (BA)1144 *Q = 2667 pounds 3000 Anchors - Single or Double Helix Auger' Type OR Cross - Drive W /Stabil'X' Plate Allowable Anchor Capacity, Anchc = 3150 lbs. B. Exterior Pads Floor and Roof Loads: Exterior Rail Support Exterior Pads Required, Epr = 1 pad Allowable Load, Pfla = 2667 lbs. Exterior Uniform Floor Load,ufll = (FLL +FDL +RLL +RDL) *MW /2 +Wht *WDL = 679 lb /ft. Max Pad Spacing, Mps = Pfla /ufll = 3.93 ft. 4 42 Use: (18) 16 -inch x 16 -inch pad @ 3.93 -ft o.c. supporting exterior frames. (18) . C. Interior Pads Floor Loads Only: Interior Rail Support Interior Pads Required, Ipr = 1 pad Allowable Load, Pfla = 2667 lbs. Interior Uniform Floor Load, ifll = (FLL +FDL) *MW /2 +Wht *WDL = 403 lb /ft. Max. Pad Spacing, Mps = Pfla /ifll = 6.62 ft. 7.45 Use: (11) 16-inch x 16 -inch pad @ 6.61 -ft o.c. supporting interior frames. (10) D. Column Pads Roof Loads: Mateline Roof Beams Uniform Roof Load,mbrl = (RLL +RDL) *MW = 552 lb /ft 4.83 ft /pad 5 44 Use: (15) 16 -inch x 16 -inch pads, (2) for every 9.66 -ft effective Mateline Beam Span (13) E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Walls) 1 Unit Wind Load, UWL = (Wht +Rht) *Pw *L= 10269 lbs Governs Unit Seismic Load,USL = W*pst = 5490 lbs Angle of Anchor Strap, Asa, Radians 0.79 45 degrees Effective Soil Anchor Resistance, ESAR @ Asa° = 2217 lbs. Building Weight = 45393 lbs Building Weight Used for Transverse Sliding 0% Longitudinal Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT * Friction Factor = 0 lbs OTM = Lateral Load *wht /2 24706 Ft-lbs RM = Building Wt *W /2 635499 Ft-lbs Factor of Safety = RM /OTM 26 No Uplift Anchors Required Use: (5) Anchors, Min. 2. Lateral Walls Loaded (End, Short Walls) Unit Wind Load, UWL = (Wht +Rht) *Pw *W = 4493 lbs per l Unit Seismic Lateral Load, USLL = L *pst = 5490 lbs per l Governs Angle of End Anchor Strap, Asea, Radians 0.79 45 degrees Effect. End Soil Anchor Resist , ELSAR @ Asa° = 2217 lbs. % Building Weight Used for Longitudinal Sliding 0% Transverse Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT* Friction Factor = 0 lbs OTM = Lateral Load *wht /2 24706 Ft-lbs RM = Building Wt *W /2 1452570 Ft-lbs Factor of Safety = RM /OTM 59 No Uplift Anchors Required Use: (3) Anchors, Min. 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 5/7 PRINTED - 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x66 MOBILE - Classroom Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1.5,1500 Project #: 0804.02 Task # 01 1 State(s): ID, OR, WA I. DESIGN CRITERIA: Dead Load: Roof, RDL = 10 psf Floor, FDL = 9 psf Wall, WDL = 8 psf Roof Live Load Snow Load, RLL = 30 psf Load Duration Factor, Cd = 1.15 %o Floor Load: Uniform Floor Load, FLL = 40 psf IBC Table 1607.1 Concentrated Live Load, p = 1000 lbs IBC Table 1607.1 Partition, PDL = 0 psf Wind Load: Basic Wind Speed, V = 85 mph ASCE 7 Figure 6 -1 Building Classification: Category II ASCE 7 Table 1 -1 Wind Importance Factor, Iw = 1 00 ASCE 7 Table 6 -1 "a" Edge Pressure Distance = 3 60 ft Roof Slope = 3 :12 = 14.04 Degrees Edge Wind Pressure, Wep = 14.1 psf ASCE 7 Figure 6.2 Interior Wind Pressure, Wip = 9.4 psf ASCE 7 Figure 6.2 Average Wind Pressure, Wp = 10.61 psf ASCE 7 Figure 6 -2 Exposure Category = C Exposure Factor, / = 1.21 ASCE 7 Section 6.5.6.1 Wind Topographic Factor, Kz = 1 00 ASCE 7 Section 6.5 Design Wind Pressure , Pw = Wp *A *Iw *Kz = 12.8 psf IBC Section 1605.3 1 Seismic: Total Weight, Wtot = 23 22 psf Snow Load % Used in Seismic Design = 0% Seismic Category = D IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss = 1.50 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1 2(1) Max. Spectral Response, SMS= Fa *Ss = 1 50 IBC Equation 16 -16 Design Spectral Response, Sos = 2 /3 *SMs = 1 00 IBC Equation 16 -18 Response Modification Coefficient, R = 6.50 IBC Table 1617 6 Shortest Total Length of Shearwall, lswt = 13.83 ft Area, Ab = L *W = 1848 ft ^2 Max. Element - Story Shear Ratio, r = 10 /Iswt* 5 = 0.36 IBC Section 1617.2.2 Redundancy Factor, ps = 2- 20 /(r *Ab ^(1/2)) = 1 00 IBC Equation 16 -32 Total Shear, pst = ps *1.2 *Sos *Wtot /(R *1 4) = 3.06 psf IBC Equation 16-49 Dimensions: Module Width, MW = 13.83 ft Module Length, ML = 66 00 ft. Width, W = # Units, Module Widthwise = 2 28 ft. Building Length, L = # Units, Module Lengthwise = 1 66 ft. Wall Height, Wht = 9.001 ft. Roof Height, Rht = 3 12 Slope 3.50 ft Clear Distance between supports, L2a = I 99.501 inches Joist Overhang, L2b = 33 23 inches Carriage Beam Height, CBht, = 8 inches 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 6/7 PRINTED - 3/25/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Manufacturer: Various DEALER: Williams Scotsman Building: 28x66 MOBILE - Classroom Date: 25- Mar -08 PO# - Criteria 30,40,85C,D,1 5,1500 Project #: 0804.02 Task # 01.1 State(s): ID, OR, WA II. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads Width, wbp = 16 inches 12 Length, lbp = 16 inches 24 Minimum Bearing Area, BA = 256 Sq. Inches 288 Allowable Soil Bearing Pressure, [Class 4] Q = 1500 psf. By Others IBC- T.18.4.2 Allowable Load, Pbp = (BA) /144 *Q = 2667 pounds 3000 Anchors - Single or Double Helix Auger' Type OR Cross - Drive W /Stabil'X' Plate Allowable Anchor Capacity, Anchc = 3150 lbs. B. Exterior Pads Floor and Roof Loads: Exterior Rail Support Exterior Pads Required, Epr = 1 pad Allowable Load, Pfla = 2667 lbs. Exterior Uniform Floor Load,ufll = (FLL +FDL +RLL +RDL) *MW /2 +Wht *WDL = 679 lb /ft. • Max Pad Spacing, Mps = Pfla /ufll = 3.93 ft. 4.42 Use: (18) 16 -inch x 16 -inch pad @ 3.93 -ft o.c. supporting exterior frames. (18) C. Interior Pads Floor Loads Only: Interior Rail Support Interior Pads Required, Ipr = 1 pad Allowable Load, Pfla = 2667 lbs. Interior Uniform Floor Load, ifll = (FLL +FDL) *MW /2 +Wht *WDL = 403 lb /ft. Max. Pad Spacing, Mps = Pfla /ifll = 6.62 ft. 7.45 Use: (11) 16 -inch x 16 -inch pad © 6.61 -ft o.c. supporting interior frames. (10) D. Column Pads Roof Loads: Mateline Roof Beams Uniform Roof Load,mbrl = (RLL +RDL) *MW = 552 lb /ft 4.83 ft. /pad 5 44 Use: (15) 16 -inch x 16 -inch pads, (2) for every 9.66 -ft effective Mateline Beam Span (14) E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Walls) 1 Unit Wind Load, UWL = (Wht +Rht) *Pw *L= 10590 lbs Governs Unit Seismic Load,USL = W*pst = 5662 lbs Angle of Anchor Strap, Asa, Radians 0.79 45 degrees Effective Soil Anchor Resistance, ESAR @ Asa° = 2217 lbs. Building Weight = 46693 lbs % Building Weight Used for Transverse Sliding 0% Longitudinal Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT* Friction Factor = 0 lbs OTM = Lateral Load *wht /2 25478 Ft-lbs RM = Building Wt *W /2 653705 Ft-lbs Factor of Safety = RM /OTM 26 No Uplift Anchors Required Use: (5) Anchors, Min. - 2. Lateral Walls Loaded (End, Short Walls) Unit Wind Load, UWL = (Wht +Rht) *Pw *W = 4493 lbs.per I Unit Seismic Lateral Load, USLL = L *pst = 5662 lbs.per [Governs Angle of End Anchor Strap, Asea, Radians 0.79 45 degrees Effect. End Soil Anchor Resist , ELSAR @ Asa° = 2217 lbs. % Building Weight Used for Longitudinal Sliding 0% Transverse Foundation Friction Factor = 0 40 Gravity Resistance, GR = Building WT * Friction Factor = 0 lbs. OTM = Lateral Load *wht/2 25478 Ft-lbs RM = Building Wt *W /2 1540876 Ft-lbs Factor of Safety = RM /OTM 60 No Uplift Anchors Required Use: (3) Anchors, Min. 0804.04. 01.1 -FDN- MOB - Clsrm- 85C,30,Calcs 7/7 PRINTED - 3/25/2008 . STRUCTURAL N❑TESI z �P s� A, I . DESIGN INFORMATION $ LOADING: � �'9 k9 M . a LENGTH OF UNIT A. BUILDING CODE IBC, 200G EDITION o 0 m I Iv B. ROOF LIVE LOAD 30 PSF, SNOW d :ON 8 vi Mi "" 1' -6" C. FLOOR LIVE LOAD 40 PSF OR 1 ,000# CONC. o rx , 3 § (TYP.) MI D. WIND CRITERION 55 MPH, EXP C, 1= I .0 . 0 Z ---e--- i i:i E. SEISMIC CRITERION SDS= I .0, 1= I .0, CATEGORY, DH ✓ `� Q I F. ASSUMED SOIL BEARING I ,500 PSF ��3 O n TYPICAL UNI Acm o (VERIFY W /LOCAL BUILDING OFFICIAL) ° A ' 4 SUPPORT BE 'e j G. WALL PLATE HEIGHT 9' -0" - �, 1 AI TYPICAL AT a 1 h. ROOF SLOPE 2: 1 2 OR FLATTER NA 0 i W INTERIOR COL. rn 1 2. CONCRETE: L. �� • N A. DESIGN COMP.STRENGTH 2,500 PSI r 1.1 1 • 1 B. RINF. YILD GO KSI 3. MASONRY: I ; A. Sx 1 6x8 UNITS ASTM C-90, GRADE N ��\ �� - -- B. SET UNITS W /CORES VERTICAL $ NO MORE THAN 3 HIGH, PER PLAN, WITH• y QE NJI I • 1 T r. 1 I (QL SOILD GROUTING CORES. SOILD GROUTED CORES OVER OVER 5 HIGH \` t � !r '. . 1:I r.i I•I mg e TYPICAL AT rn I REQUIRES SPECFIC ENGINEERING. MQR 20a$ EXTERIOR COL. " 4. SPECIALTY ITEMS:" MAN PRODUCTS, Inc.' (500) 438 -7277 iV ,'M o www.minutemanproducts.com, OR EQUIVALENT. *PAD A. METAL PIERS SOIL ANCHOR r 1 10 B. HOLD-DOWNS BE CAPABLE OF IN SOIL AND LOOSE SUPPORTING 45200 #BE SOIL ANCHOR CM °r p � �� SEE DETAIL B1/D2, AUGAR -TYPE SET VERTICAL W /STABILIZER PLATE OR HEAD; OR DRIVEN ANCHO rm. EA. END 1:1 1:1 1 1 I HT— 1:1 W/ STABILIZER PLATE OR HEAD, W/ A MIN. DESIGN WORKING LOAD OF 3,150# R 1 E AND AN ULTIMATE LOAD OF 4,725 #. NUMBER OF ANCHORS AS INDICATED ON .h w.i g " TABLE A. 1. ! ! ii¢ PADS & PIERS, NO. REQUIRED PER TABLE A A* C. TIE -DOWNS TO STABLE CONCRETE SHALL BE EITHER A MMA - 18 -THDLS FOR — SEE DETAIL Al & A2 /D1 SPACED EQUALL N PRE POURED CONCRETE OR A MMA 42 2 I O PDH POUR INTO THE CONCRETE. ; � g s k NUMBER OF ANCHORS PER vE g .g SOIL ANCHORS PER SCHEDULE D. TIE -DOWNS SET IN AN ASPHALT ROADWAY OR PARKING AREA SHALL BE • co S ws 5 " ROCK- TYPE" ANCHORS SEE DETAIL B2/D1 SPACED EQUALLY E. INSTALL GROUND PORTION OF THE ANCHOR PRIOR TO SETTING THE BUILDING, e N g TYPICAL BOTH SIDES CONNECT ANCHOR TIES TO BUILDING ONLY AFTER BUILDING IS FULLY BLOCKED X 9 I o ;o AND LEVELED. TA mm R t Is F. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURERS RECOMMENDATIONS. F t O FOUNDATION PLAN SEE INSTALLATION INSTRUCTION MANUAL. G I � N qi 14' -0" ULTIyADE MOBILE OFFICE UNITS 5. e ENTING: y SCALE: 18 = 1 —0" PROVIDE UNDER FLOOR VENTILATION PER IBC CODE AND LOCAL REQUIREMENTS 0 f o AT I NET SF OF VENTILATION PER 150 5F OF FLOOR AREA. B. IF A SUITABLE VAPOR RETARDER IS INSTALLED THE RATIO MAY BE INCREASED TABLE A MODULE RAL PER/PAD SPW TOX500, IF ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL. r j G. ACCESS: VI o A. PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE CODE. , 8 . — INSTALL PIER /PADS UNDER EACH CHASSIS SUPPORT RAIL, SPACED EQUALLY BETWEEN END PIERS. SEE DETAILS B. PROVIDE 18" MIN. CLEARANCE FROM SOIL TO UNDERSIDE OF ANY UNTREATED O a En — SHEET D1 _ ASSEMBLIES WA E BETWEEN WOOD MEMBER N INSTALL SOIL ANCHOR HOLD—DOWN EACH OF FOUR U LLS, SPACED ASSEMBLIES EQUALLY 1 , C. PROVIDE 12 MIN. CLEARANCE FROM SOIL TO UNDERSIDE OF ALL BUILDING 1J L/ t END HOLD — DOWNS. DEE DETAILS SHEET D1 f MEMBERS. 4 z U _ 7. SITE CONDITIONS: (x 0 4 < WIDTH OF UNIT LENGTH OF UNIT # PADS & PIERS # HOLD — DOWN ANCHORS A. FOUNDATION SUDGRADE TO BE UNDISTURBED NATIVE SOILS OR STRUCTURAL E♦ ? z I EACH SUPPORT RAIL 85 MPH WIND. EXPOSURE FILL, COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY PER ASTM Cl) N ` C ROOF LOAD EA SIDE EA END D 698. 0 0 OUTSIDE RAILS /INSIDE RAILS EXP.0 EXP.0 B. SLOPE FINISHED GRADE AWAY FROM THE BUILDING FOUNDATION AT A MIN. 5 w 30 PSF GRADE OF 5% FOR THE FIRST I 0 -FEET 2% THEREAFTER TO A SUITABLE W n. 0 " ' " P CHA W 1 28 —0 32 —0 10/6 3 3 28' -0" 64' -0" 18/11 5 3 L OF TIG� a O 51 R\,(A. 28 ' -0" 66' -0" 18/11 5 3 � -1 . 1 q OA .Q G` A •--" -•d-- " fr ° Conditionally Approved „","„"„. [ 4. a c 0 1 d See Letter t0: Follow..........., t 06,Q, tkrar\ e O A r 2 1 , i " '� REVISION DAZE r y V' 03/25/2008 �- permit mit 1i•1/':.;. S Y�e 4\C4J 5 . Address: I .' .�e T 1 . F 1 4M -1 E II ' - Baba: ` . 0 AI SHEET : 1 OF 3 _.— /� ` /L \MULTIWIDE— FDN.dwq — DB OFFICE COPY • ., 0 N METAL STRAP OR -- £6 � ; 4 ABLE WITH TURN— BUCKLE I a zo ) %y • TO APPROVED ANCHOR MODULE ► a \ w N a o 0 '. W IIIIIIr�� p o ODULE SUPPORT BEAM , r c) 2 "x4 "x6" PT SHIMS STE L STRAP `ODULE SUPPORT BEAM Z Q I 2X4® ) 12 4' —p " O.C., TOENAIL T & B � � 1 ' Ti L i ll ) CAP WITH NO MORE THAN PER 501 TIC �_ AP C • 5 PER 2) 2 "X8 "X16" PT PLATES ANCHOR MANUF. 1 1 — 45 . �jpp,,N I • t Z SKIRJNG K OR (1)- 4 "X8 "X16" CMU z ANUFA R co — MATERIAL Wir / � �� �1v ' co 2x4 TREA D 2 x 8 PT., CONT. \ **4'114 M PLATE Hi f ill � R SING HELIX ,, OU L 0 -" OWN— r NC OR AT Laillillirill. • X8 X16 CM i A 110 � �p \/ �� �3 p C1 A REB g AB G OR RIV IM THE � (1) -4 "X16 "X16" CONC. 16"x16" ABS 11501E ANCHOR- ENDWALL SKIRTING DETAIL - NONBEARING 111141411111° OR — N.T.S. C l N.T.S. 1 t 2x12 24" LONG PT. WOOD p1 w o g - 0 i Ig e l lin 1111 A 1 CMU PIER MODULE I i 11 o I 8d 012 O.C. Z Fi MEW (TYP. 3 LOCATIONS) a g. N 5' ��� METAL STRAP PER SOIL �� ► BOTTOM TRIM y 8 s ANCHOR MANUFACTURER iii F' ti N ; , ° WITH TURN BUCKLE TO 1 MODULE SUPPORT 1111 Z Q 2x4 ®2' -0" O.C. V = i ;, a APPROVED ANCHOR STRAP CLAMP PER 1 1 i SOIL y 3 a ANCFO SKKIRR��N ® ` MANUFACTURER I I I ( 200 z MATERI L, P.T. € PER SOO. MOM MAW. / �\ \ \ \ \ 2x4 TREA ' PRESSURE TREATED / \ \ \ \j \j \ \j r.0 PLATE CEDAR OR REDWOOI5 z ODULE SUPPORT BEAM „&Y''\4\//// \j \\ \ ' , o \ \� \ / / / � /�� v j ; MIN. 1x6 ■ `� \ j ' \/ \/ \ / / � 8 X 15” REBAR vi / � \ / � \ b O UBLE OR H ( )( AUGER " — � X / / / A R AT b 2 O PREFABRICATED TYPE HOLD DOWN —SOIL ANCI OR LE TH DRI N P r z 4 0 8 METAL PIER TIE DOWN ENGINEERING, INC. OR EQUAL INTO THE GROUND LD Z 6 "x16" MIN. FTG. PAD ANCHOR- SIDEWALL SKIRTING DETAIL - STRUCTURAL . T.S. B 2 N S OIL ONC, ABS, & 2X12 — 24 0 p Ai 1 / 0 „ „ LONG PT. WOOD 2 'a N °3 r al cl FA a.,0 0 g E O REVISION DATE: r• $ 03/25/2008 Z .T.S. � D1 -16 SHEET : 2 OF 3 \AIULTIWIDE— FDN.dwg — DB _' INTERIOR EXTERIOR � �� °o " �,� � 0 ^;' a n \ W N ROOF BEAM ROOF BEAM � � � �, = o 3 Q AWN MATELINE COLUMNS MATELINE COLUMN T / 7 I RIM JOIST MOM RIM JOIST 1 2' E I 2x8x16" TRT WOOD PLATE I dI i gt c k - - - --I I- -H ilia] ' 11 I I 1 iii I I I I . co s .t s r - - - -- I r' -- 1 8 "x8 "x16" CMU BLOCKS a c s I I 1 "x8 "x16" CMU BLOCKS I -t'' g i_ —_ - -� ONE SET PER TWO PADS I - -I- 2 m ° FTG PADS , FTG PADS H .3 y " i; r — — — - PER SCHEDULE - - - - PER PLAN ® I N e 9 \ i /\/ /\ /\ /\ ,\\\,\\\,\\,\\\/,\\\/\\\;\\ u2 x 3 MATELINE END COLUMN SUPPORT ' A MATELINE COLUMN SUPPORTS B E-1 E o N Q w- N.T.S. N.T.S. U 0 Z O PADS PER ROOF MATELINE BEAM. COLUMN TO COLUMN SPANS: q rt ri ° l 30 PSF ROOF LOADING: 12 -FT MODULES: 2 16:x16: PADS PER -3" EFFECTIVE ROOF BEAM SPAN o > E 14-FT MODULES: (23 11' 16 x 16 PADS PER 9 -8" EFFECTIVE ROOF BEAM SPAN ° 12 40 PSF ROOF LOADING: 12 -FT MODULES: 2 16 "x16" PADS PER 9' - EFFECTIVE ROOF BEAM SPAN W m 14-FT MODULES: (2) 0" 16 " x 1 6" PADS PER 7 -9" EFFECTIVE ROOF BEAM SPAN ® 8 1. g3 21 2 N E ROOF BEAM SPAN= 1/2 ROOF BEAM SPANS, EACH SIDE OF COLUMN V 0 Ai REVISION DATE: 03/25/2008 °ri D2 -16 SHEET : 3 OF 3 \MULTIWIDE- FDN.dwq - DB