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J Engineering, Inc. ` ( ) ( ) www.j2keng.com 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 503 640 -6808 FAX 503 693 -9738 www.'2ken .com x : .PROJECT NO.: 04 - 022 - D RECEIVED October 27, 2005 PROJECT: Ashbrook Condominiums NOV 8 2005 Page 1 of 8 SW 90 Avenue & Oak Street CITY OF TIGARD • Tigard, Oregon BUILDING DIVISION CALCULATIONS FOR CMU Screen /Retaining Wall (For: RCM Homes, Inc.) DESCRIPTION /0 3 9O Ski 9'0 ` A-/-C-- PAGE Wall Geometry and Load Development /o9 S W 90 e_ 2 CMU Wall Analysis /D950 S 90 ,+v- 3 Retaining Wall Stability Analysis / g ° 90 6 Footing Analysis 7 CMU Wall Detail REVISION 8 City of Tigers Pl ApproVed Pla 05- Date L►- - = � ><Ni t By 3 �- o 000 3 s � ios� 1, ' �� -�, ta 0 'kN.G%. �p .81-a°°s NOTICE TO USER /REVIEWER: ENGINEER'S SIGNATURE AND DATE SHOULD BE IN "BLUE" INK, AND SHOULD BE THE ONLY HAND- WRITTEN INFORMATION ON THIS PAGE. ANY ADDITIONAL MARKINGS, OR DEVIATIONS IN THE INFORMATION PRESENTED MAY INDICATE UNAUTHORIZED USE OF THESE DOCUMENTS. (PLEASE REQUEST VERIFICATION FROM J2K ENGINEERING, IF UNCERTAIN) Our design responsibility is limited to only those specific areas of the structure /project as presented herein. The attached calculations and construction details were prepared for the above referenced plans for the ONE -TIME USE at the noted site. • OFFICE COPY ti 8" CMU Screen /Retaining Wall J2K Engineering, Inc. Geometry of Wall "Exposed" Height of wall (max.): H 6.ft + 3•in e �_ Height of "retained" soil: H := 4.ft + 0.in • Footing thickness: tf := 1 •ft + 0 •in Design Load Development for CMU Wall Design loadings development for a 12" strip of nonload- bearing wall. A) Roof loads RDL := 0.5•(0•ft)•20.psf RDL = 0 O RLL:= 0.5•(0•ft)•25•psf R =OpIf - eccentricity from center of wall, e := 0-in erf = 0 in B) Wall dead loads, assume 8" CMU "FULLY GROUTED ": w = 85•psf load at center of wall: DL := L0.5•(H + Hs — tftg)J •W DL, = 393 plf load at base of wall: DL :_ (H + H — tf •w - DL = 786 plf C) Wind loading (per 2005 OSSC, Sec. 1609.1.1, exception # 6, wind loadings can be developed using the "fastest wind speed" method from 1998 OSSC (97 UBC)) 80 mph wind speed and exposure B : q := 16.4•psf C 0.62 C := 1.4 wind design loads: P15 Ce15•Cq•gs P15 = 14.24psf "Horizontal" wind loading reaction at the base of footing, H := p 1 •ft H = 891b D) Seismic Loading, Elements, UBC 1632.2 (per 98 OSSC), a := 1.0 1 1.0 h = 0.0•ft R := 3.0 C = 0.36 1 p•ap'Ca'wm hx Seismic loading to wall area, F :_ 1 + 3• 1 •1 •ft•�H + H F = 104.51b Rp l + H s) Check minimum seismic design loading: Seismic loading controls — for lateral loading for CMU Fpmax 4'C + H •1•ft F pmin 0.7•Ca•lp•wm•(He +Hs)•1•ft vertical wall design Fpmax = 1254.6 lb Fpmin = 219.6Ib Design seismic load, F := Fpmin Combined Loading Evaluation (adjusted to 100% for comparison purposes) DL P := 1 •ft•(DL + RD M :_ (R + R err 1 .ft P = 786 lb DL +Wind P2:= P1 M2:= LHw• (0.5•He+ Hs)! M = Olbft DL +Seismic /1.4 P (D + RDL) • 1 •ft M F 1.4.0.50•(H + H) P2 = 786 lb 3 �= 1 -wb DL 3 �= p- e s M2 = 6341bft Dead Load + Seismic Controls P3 = 786 lb M3 = 804 ILA "� Project : Ashbrook Condominiums PROJECT: 04 - 022 - D PAGE: 2 or" 8" CMU Screen /Retaining Wall J2K Engineering, Inc. CMU "Working Stress" Wall Design (UBC 2107) / CMU Material Properties (8" block) : DOL := 3 Grade 60 rebar f := 1500 psi f := f t := 7.625 in f F := 60000•psi E := 29.10 E := 750•f E = 1125000 psi tf:= 1.25•in Allowable bending stress, 1 g Fb := 3 .f Fb = 666.7 psi Allowable axial compression, F := 0.25•f F = 500 psi Allowable steel stress, F := 0.5•F F = 40000 psi Design Moment for wall, from previous page, the maximum moment and axial loading will occur under SEISMIC LOADING conditions. bending Moment; Me (RDL + RLL) -e 1 .ft M := M MD := M + Me axial load; P := 1 •ft•(DL + ROL�J MD = 804 lb ft P = 786 lb assume trial value for "jd" and develop trial steel area to determine if steel stress governs; d := 0.54 d = 3.81 in r:= r:= 2.59in / jd := 0.9•d trial As: A :_ MD h' = 2.0 -(H + H - tf F jd h' — = 85.7 < 99 ... OKAY A = 0.07 in2 r axial stress for wall with "FULLY" grouted cells, equivalent wall thickness; b := 7.6-in f := f = 8.62 psi 12•in•b allowable axial stress Fa, [ h' h' 1 • R := if < 99, 1 - (140 r) ( r ) 2 R = 0.63 F' := F R F' = 313 psi V > fa - --- -OKAY -� Project : Ashbrook Condominiums PROJECT: 04 - 022 - D PAGE: 3 O'F 8" CMU Screen /Retaining Wall J2K Engineering, Inc. CMU "Working Stress" Wall Design (UBC 2107) from the inter - action equation for combined axial and bending conditions, the maximum "actual" bending stress is as follows: f F := 1 — F • Fb F = 648 psi F' Determine MINIMUM wall reinforcing, Amin 0.002•t•12•in Amin = 0.18in Determine VERTICAL Reinf. Bar spacing, # 4 bars; Ab := 0.196•in S max 48•in A 12•in 12•in 2 s := s = 33.47 in sacs 32•in As := Ab As = 0.074 in As Sacs PROVIDE: # 4 bars (vertical) Determine HORIZONTAL reinforcing, at 32" o.c. Ahor Amin ' 3 Ahor = 0.061 in A 12•in 2 Shor Shor = 38.56in Sact := 32•in AsH := Ab ASH = 0.074 in A hor Sad PROVIDE: # 4 bars (horiz.) at 32" o.c. (top, bottom & mid - height) "Actual" bending stress: E s p := As n := n • p = 0.04 p = 0.0016 12•in•d E n = 25.78 I t fll 2 1 1 k k:= 10.5. +n•pl• t k =0.26 j:= 1— j =0.91 L J f 3 n•p + d — 2M fm ' - 469 p si f m = ' < "allowable" F = 648 psi -- 12•in•j•k•d ....OKAY. MD fs As • j • d f = 37653 psi . < "allowable" F = 40000 psi % ....OKAY. Project : Ashbrook Condominiums PROJECT: 04 - 022 - D PAGE: , ` - T ol= J2K Engineering, Inc. 8" CMU CANTILEVER RETAINING WALL 6 FOOT TALL Design Information: g SPECIAL Inspection : REQUIRED !! concrete parameters: concrete strength, f := 3000 .psi concrete density, D := 150 •pcf reinforcing steel strength,Grade 60 steel, F := 60000•psi F := 0.5. E := 29000000 .psi F = 30000 psi block parameters, compressive strength; f := 1500.psi modules of elasticity, E := 750 .f bending stress, fm Fb := 3 Fb = 500 psi modular ratio, Es n := — n = 25.78 E Wall Geometry: Maximum height of wall, 1-1„„, := 10•ft + 3•in Stem exposure at outside of wall, H := 75.in Wall width, T := 8•in Rear base projection, R := 24•in Toe base width T := 10•in Total base width, B = 42 in Base thickness Tb := 12•in Soil Properties: Bearing pressure, Q := 1500 .psf soil density (non - compacted fill), D := 120 .psf soil sliding resistance, F 0.35 Active soil coefficient, 1 k a : _ 3 PROJECT: Ashbrook Condominiums JOB No.: 04 - 022 - D PAGE: 5 of • J2K Engineering Cantilever CMU Screen /Retaining Wall (8 ") 6 FOOT TALL (Horizontal Backfill) 120 = Ds, density of soil (PCF) 1500 = Qs, allowable soil bearing pressure (PSF) 0 = b, slope of backfill (degrees) • 30 = angle of internal friction (degrees) 0.33 = Ka, active soil coefficient 0.35 = soil sliding resistance factor • 8 = Tw, wall width (inches) 24 = R, heel base projection (inches) 10 = T, toe base width (inches) 42 = B, total base width (inches) 10.25 = H, total overall wall heigth (feet) 75 = Hs, stem exposure above finished grade (inches) • _ 12 = Tb, base thickness (inches) 8 = C, backfill cover on toe of base (inches) 4.00 = Ha, heigth of soil at heel (feet) PIECE FORCE ARM MOMENT stability check (LBS) (FT) (FT -LBS) Bldg Load . 0 0.00 0 Backfill 720 1.00 720 Stem 851 2.33 1986 Base 525 1.75 919 Horizontal Loads: Pwind 89 7 634 • Ph 320 1.33 427 . Total Fv = 2096 LBS • Total M = 4685 FT -LBS Resultant Location = 26.82 inches from right end of base Resultant eccentricity4rom center of base, e = 5.82 inches Maximum eccentricity for Resultant = 7.00 inches Overturning Safety Factor : S. F. = 2.61 > 1.50 • OKAY. SOIL PRESSURE CHECK : Max. soil pressure, qmax = 1097 PSF Min. soilpres gmin = - 101 PSF SLIDING RESISTANCE CHECK : Safety factor, S. F. = 1.8 > 1.5 Footing Geometry is OKAY • • PROJECT: • Job No.: 04 -02Z—Z PAGE: Co • • J2K Engineering, Inc. C) Reinforcement for "Toe" Side of Base for concrete design purposes only, consider the soil bearing resistance to be distributed over the "toe" area only. Deduct the weight of the toe concrete from the total load. sum of vertical forces for TOE design, F„ := 2096 •Ib F := F„ - T Tb 1 ft Do F vt = toe •= vt toe = 1971 lb M • 0.5•T•F M 821 ft-lb Wall has wind loading, so compare the "Toe" bending moment with the base moment from Wind /Soil load: Mwind := 1061 •ft•Ib Design bending moment, Mwind try: # 4 bars, db := 0.50•in d := Tb - 3•in - 0.5 -db d = 8.75 in • Abt := 0.196•in 12 n := 32 (number of bars adjusted for spacing) 1.7 M _ nt•Abt.F Aloe wind 2 at 0.85•f a =0.14 in A 0.9• Fy • (dt - 0.5•a to = 0 2 check minimum steel requirements (whichever is LESS), Ast nt A = 0.07 in 200 psi 12 in dt A 4 A PROVIDE: vertical bars into TOE of Asmin - OR - smin2 3 ' toe base # 4 bars at 32" o.c. F Y (A.4 = 0.07 sq. in. ea/foot) A smin2 = 0.06 in _ °----______. _ .__..._ Asmin = 0.35 in2 .._ D) Reinforcement for "Heel" Side of Base - For concrete purposes only, develop the bending moment on the HEEL area of the base by applying the weight of the soil above the heel area to the concrete base section. soil wt at back of stem, stem (Hy, - Tb - Hs)• stem = 360 plf bending moment, for # 4 bars: dbh := 0.50 -in Abh := 0.20•in 2 Mheel 0 5 gstem'R dh := Tb - 3•in - 0.5•dbh dh = 8.75 in Wee' = 720 ft Ib n 12 number of bars adjusted for spacing) h:= 48 ( J P 9) 1.7 Mheei a nh'Abh• h :_ Aheel 0.9• Fy • (dh - 0.50 -ah) A heel = 0.03in2 0.85 f� 12 in ah = 0.1 in Ash nh•Abh Ash = 0.05 in 2 check minimum steel requirements (whichever is LESS), 200• psi - 12 -in-dh - OR- 4 Amin A smin2 'Aheei PROVIDE: Horizontal bars in F Y 3 in TOP of footing 2 # 4 bars at 48" o.c. A 0.35 in2 Asmin2 = 0.04 in (A.4 = 0.05 sq. in. ea/foot) smin = PROJECT: Ashbrook Condominiums JOB No.: 04 - 022 - D PAGE: (7 pr-' 1.625 NOTES: MATERIAL SPECIFICATION / / 8' CMU WALL (19 COURSES) • 'CONCRETE STRENGTH ON) �Q 'aa.Lr GROUTED 1. si BLOCK SHALL. UPPER V 4 cca FIRST ES Kt II/ FACE >�i6N P'c • 2500 psi 0 28 DAYS { 5' CAPSTONE 2. 'COLD WEATHER' PROVISIONS PER 0566 SECT. 2104.9 SHALL BE 'REINFOR IN6 STL GRADE IMPLBMEMED WHERE EITHER 1HE AMBIENT TEMP 15 40° F OR BELOW 60 (90' LAP SPLICE OR THE TEMPERATURE OF THE MASONRY UNITS 1S 40° F OR BELOW. LENGTH MIN) *4 BARS (V ERY) 0 92'o c. '6ROUr SHALL BE TYPE '5" PP N14 0' B END ♦ 1 0 ' LE& EXTBIP 9. MASONRY UNITS SHALL BE PLACED WITH A BED JOINT OF 5/8' (MIN.) P'c a 2000 psI INTO FT6. TURN LE6 TOWARDS FRONT" OF WALL, A5 SHOWN 'MORTAR SHALL BE TYPE'S' b -0° 4. PROVIDED EXPANSIOWCRACK CONTROL JOINTS 0 20' -0' oz. Nxo) *COMPRESSIVE STRENGTH MAX. 1111 ' - OF GMU UNITS SMALL BE 1"4 a M4 BARS (HORIZ.) O 92' MOO psi i FINISHED GRADE 1 oz. (4 BARS MIN) (TOP, • • 'MAXIMUM LR ALANG® OR AC. • ' BM t (2) EQUALLY SPACED) SPECIAL INSPECTION: BACKFILL HALL BE LESS PLAN) (2005 ORSC SEC. 11045) THAN 48 ' 04 BARS (TRANS 048' CONSTRUCTION OBSERVATIONS BY AN APPROVED 'THIRD PARTY' 1 !--:11:11:11:—!1 A6154CY SHALL PERFORM 'LEVEL I" REVIEW AS FOLLOWS: •CONSTRUCTION SHALL oz. IN TOP OF FOOTING CONFORM .TO -ALL ' PROVIDE: (2) *4 LON6 BARS I. PROPORTIONS OF SITE - PREPARED MORTAR t 6FID T_ PERIODICALLY APPLICABLE SECTIONS OF • s4 BARS (TRANS/ — �r (AS 910N N). 2. CONST. OF MORTAR JOINTS_.._.._..._......._ PERIODICALLY THE 2005 05% ('09 IBC) • 92' oh. ..�.,, 9. LOCATION OF RE INT-ORGIN6._........._..._.._._ ._.._.._ PERIODICALLY EIV:' 1— . —: — r ° 4. SIZE, GRADE t TYPE OF REINFORCEMENT......................... PERIODICALLY 4' -0" © 5.6ROUT SPACE IS CLEAN PERIODICALLY ..-:3-: � Ol 6. GROUT FLACEMIDIT_. ._.._..._.._..._...._..._..._.. ......._.._.._..._... }_ \-2" GLR . . . J 4' DIA. PERF. PVC DRAIN 12" • PIPE WRAPPED WIFILTER - } 9' GLR ak ELEV. FABRIC t BACKFILL V4/ \ \ / ' Ci MU 2'-I/4' WASHED ROCK CAST BASE . % N' \ 118.0 ( OR VW (VAS') AGAINST • 2' - ' 10° UNDISTURBED -/ r- / / © (9) *4 BARS (LONG) S OIL / g , �. / BASE OF FOOTING AU6N WITH t TIE THESE _ BARS TO TI$ HORIZ. LES OF THE VERT. BARS. 6 -FOOT CMU WALL �' »sip Jo.2�•cas) • NTS () Ai ar►8are° - etc 1%.4.73 % .' - 1..t b -oz.Z -D 1 5 '; ECEIV D J Engineering, Inc • 4660 NE Belknap Court, Suite 115, Hillsboro, Oregon 97124 `\.I MAR 23 2005 (503) 640 -6808 FAX (503) 693 -9738 www.j2keng.com March 2g1TX06W TIGARD FILE COPY Page 1 of 2 BUILDING DIVISION Mr. Brian Blalock Plans Examiner Supervisor City of Tigard, Building Division 13125 SW Hall Blvd. ' Tigard, OR 97223 PROJECT: Ashbrook Condominiums 10390 & 10420 & 10450 & 10480 SW 90 Avenue, Tigard RE: Building Design Review JOB No.: 04 - 022 - B Dear Brian, On March 2, 2005, we submitted to the City of Tigard, Building Division, four (4) sets of plans and their respective Permit Applications, for the above listed building sites. These plans sets contain a hand - written note stating: "Plans Utilize "Alternated Construction Method ": "2005 Oregon Residential Specialty Code "." Outlined below is a little more information on the intent of this statement. 1. The current Oregon One- and -Two Family Dwelling Specialty Code, Section R104.11, allows the approval of alternate materials, design and method of construction. We are requesting that these buildings be reviewed under the Code provisions of the "2005 Oregon Residential Specialty Code" (2003 IRC) which has been approved and will be effective April 1, 2005. \ p_ b I ."L FOIL TOUJA) M0U 2. The provisions of 2005 ORSC enable us to design, permit and construct these buildings in a fashion similar to the current Oregon "Rowhouse Construction" Interpretive Ruling No. 01 -010. 3. Each of these building will be constructed with 2 -hour fire separation walls. This construction method also allows the buildings to be structurally dependent (2003 IRC R317.2., Exception #5) as presented in our design calculations. The detail 2 -hour separation walls are the same these utilized for the current rowhouse construction method (drawing sheets D3 and D4). 4. We intend to design the buildings per the "Townhouse" definition in Chapter 2, 2003 IRC /2005 ORSC. As these buildings are townhouses "condominiums" neither the provisions of Appendix "N" or "0" are applicable. i h Ashbrook Condominiums Page 2 of 2 Building Design Review JOB No.: 04 - 022 - B 5. Per Section R317.2, "Exception "....the common 2 -hour wall will not have plumbing, mechanical or venting within the wall cavity. 6. The common walls extend from the foundation to the underside of the roof construction. This framing also contains the 2 -hour separation wall construction In conclusion, our request to use the 2005 ORSc was made considering that the actual "approval" of the requested permits would not be issued until after April 1, 2005 when the referenced Code would be adopted. We are just trying to be ahead of the design curve with the new Code. We hope this satisfactorily addresses your questions and clarified the Code applications selected for these buildings. Please contact us if you have further questions. Sincerely, J Engineering, Inc. ./Wg‘ Kevin N. Clemo, P.E. President Encl. c- 4 1A/' S .Gfec 2?i•04-7 s7a -727,...•Av 'mss, CONDOMINIUM. Condominiums not built as {43} DECORATIVE GLASS. (No Change to the townhouses or row- houses see Appendix N. text) CONFINED SPACE. (No Change) DESIGN PROFESSIONAL. (No Change) 4-11-1 CONSTRUCTION DOCUMENTS. (No ! .. .. - ! ' .. - : • - . . • • • b - Change to the text) - - - - an ftt•. •_ 1. .... .. {BI DIAPHRAGM. (No Change to the text) ° DILUTION AIR. (No Change) DIRECT -VENT APPLIANCE. (No Change) CONTROL, LIMIT. (No Change) DRAFT. (No Change) CONTROL, PRIMARY SAFETY. (No Change) Induced draft. (No Change) CONVECTOR. (No Change) Natural draft. (No Change) [RI CORROSION RESISTANCE. (No Change DRAFT HOOD. (No Change) to the text) DRAFT REGULATOR. (No Change) {$} COURT. (No Change to the text) {B-I DRAFT STOP. (No Change to the text) CRIPPLE WALL. , , • _ . plate A framed stud wall that is less than 96 ! ' - - - !' • ' - - = o " inches (2438 mm) in height extending from the - • - - _ top of a concrete or masonry foundation to the - - - - - underside of floor framing for the lowest occupied floor level or from the top of a daylight basement - - • concrete or masonry foundation wall to the - • • • - • a = : • • • - - underside of the framing above. g" • _ _ ! • • e • , • • DUCT SYSTEM. (No Change) the -ether, . .. _ . • DALLE GLASS. (No Change) • • : - = , • - • • : • - - DAMPER, VOLUME. (No Change) _ - S•1 • -.. .. ..:.7 .. .. t:.. connection. - on • a - {8I DEAD LOADS. (No Change to the text) - . • - • b - . • • b • a {8} DECK. (No Change to the text) 15 ti 1 . • - DEFINITIONS SMOKE - DEVELOPED RATING. A numerical index indi- STRUCTURE. That which is built or constructed. eating the relative density of smoke produced by burning as SUMP. A tank or pit that receives sewage or waste, located be- signed to a material tested in accordance with ASTM E 84. low the normal grade of the gravity system and that must he SOIL STACK OR PIPE. A pipe that conveys sewage contain- emptied by mechanical means. ing fecal material. SUMP PUMP. A pump installed to empty a sump. These SOLAR HEAT GAIN COEFFICIENT (SHGC). The solar pumps are used for removing storm water only. The pump is se- heat gain through a fenestration or glazing assembly relative to lected for the specific head and volume of the load and is usual- , the incident solar radiation (Btu/h • ft • °F). ly operated by level controllers. SOLID MASONRY. Load- bearing or nonload- bearing SUNROOM ADDITION. A one -story structure added to an construction using masonry units where the net cross - sectional existing dwelling with a glazing area in excess of 40 percent of area of each unit in any plane parallel to the bearing surface is the gross area of the structure's exterior walls and roof. not less than 75 percent of its gross cross - sectional area. Solid SUPPLY AIR. Air delivered to a conditioned space through masonry units shall conform to ASTM C 55, C 62, C 73, C 145 ducts or plenums from the heat exchanger of a heating, cooling or C 216. or ventilating system. STACK. Any main vertical DWV line, including offsets, that SUPPORTS. Devices for supporting, hanging and securing extends one or more stories as directly as possible to its vent ter- pipes, fixtures and equipment. minal. SWEEP. A drainage fitting designed to provide a change in Di- [B] STACK BOND. The placement of masonry units in a bond rection of a drain pipe of less than the angle specified by the pattern is such that head joints in successive courses are verti- amount necessary to establish the desired slope of the line. tally aligned. For the purpose of this code, requirements for Sweeps provide a longer turning radius than bends and a less stack bond shall apply to all masonry laid in other than running turbulent flow pattern (see "Bend" and "Elbow "). bond. TEMPERATURE - AND PRESSURE - RELIEF (T AND P) STACK VENT. The extension of soil or waste stack above the VALVE. A combination relief valve designed to function as highest horizontal drain connected. both a temperature- relief and pressure - relief valve. STACK VENTING. A method of venting a fixture or fixtures TEMPERATURE - RELIEF VALVE. A temperature-actu- through the soil or waste stack without individual fixture vents. ated valve designed to discharge automatically at the tempera - STANDARD TRUSS. Any construction that does not permit lure at which it is set. _ the roof /ceiling insulation to achieve the required R -value over THERMAL, ISOLATION. A separation of conditioned the exterior walls. spaces, between a sunroom addition and a dwelling unit, con - STATIONARY FUEL CELL POWER PLANT. A self -con sisting of existing or new wall(s), doors, and /or windows. tained package or factory- matched packages which constitute THERMAL RESISTANCE, R- VALUE. The inverse of the an automatically- operated assembly of integrated systems for time rate of heat flow through a body from one of its bounding generating useful electrical energy and recoverable thermal en- surfaces to the other for a unit temperature difference between ergy that is permanently connected and fixed in place. the two surfaces, under steady state conditions, per unit area STORM SEWER, DRAIN. A pipe used for conveying rain- (h • ft °F/Btu). • water, surface water, subsurface water and similar liquid waste. THERMAL TRANSMITTANCE, U- FACTOR. The coeffi- cient of heat transmission (air to air) through a building enve- [B] STORY. That portion of a building included between the lope component or assembly, equal to the time rate of heat flow upper surface of a floor and the upper surface of the floor or per unit area and unit temperature difference between the warm roof next above. side and cold side air films (Btu/h • ft • °F). [B] STORY ABOVE GRADE. Any story having its finished TOWNHOUSE. A single -family dwelling unit constructed in floor surface entirely above grade, except that a basement shall a group of three or more attached units in which each unit ex- be considered as a story above grade where the finished surface tends from foundation to roof and with open space on at least of the floor above the basement is: two sides. 1. More than 6 feet (1829 mm) above grade plane. 2. More than 6 feet (1829 mm) above the finished ground TRAP. A fitting, either separate or built into a fixture, that pro - level for more than 50 percent of the total building pe vides a liquid seal to prevent the emission of sewer gases with - level rimeter. out materially affecting the flow of sewage or waste water through it. 3. More than 12 feet (3658 mm) above the finished ground level at any point. TRAP ARM. That portion of a fixture drain between a trap STRUCTURAL INSULATED PANELS (SIPS). Factory weir and the vent fitting. fabricated panels of solid core insulation with structural skins TRAP PRIMER. A device or system of piping to maintain a of oriented strand board (OSB) or plywood. water seal in a trap, typically installed where infrequent use of 2003 INTERNATIONAL RESIDENTIAL CODE® 19