Loading...
2000, 08-15 Permit App: 00007140 Detached Family RoomProject Number: 00007140 Inv: 1 Application Date: 08/15/2000 Page 1 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Permit Use: DETACHED FAMILY ROOM 22 X 26 Contact: ONTNANK, JUDITH Address: 7917 E SOUTH RIVERWAY AVE C - S - Z: SPOKANE, WA 99212 Setbacks: Front 50+ Left: 24 Right: 50+ Rear: 64 Phone: (509) 994-3856 Group Name: Project Name: Site Information: Plat Ke 001865 Name: ORCHARD AVENUE ADD( TR.1-228) District: H Y� _ Parcel Number: 45063.2142 Block: Lot: SiteAddress: 7917 E SOUTH RIVERWAY SPOKANE, WA 99212 Location:: SPO Zoning: UR -3.5 Urban Residential 3.5 Water District: Area: 0 Sq Ft Width: 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Owner: Name: ONTNANK, JUDITH Address: 7917 E SOUTH RIVERWAY AV SPOKANE, WA 99212 Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Information: Department Review BUILDING Site Plan Review Rel, HoldReasons:vu.—..--- Permit Conditions: --- BUILDING Plan Review Released $3 —/` -- Hold Reasons: ( YST Il / l_ W/ 06i�_ ZA _ 7a _ 1� {�.. jr P rmit Condition . �-- > s� _ 5, / 1/ l< c!_y0 TID AJ kvuLD A ---a (.1 e� /VAS_ HEALTHDISTRICT �cU�tN�c---��>.� Septic System Review OGc'.✓-�-vi Released Bi _ �� -. _-__ _ -, Hold Reasons: -- Permit Conditions: ENGINEER Approach / Drainage Hold Reasons: Permit Conditions BUILDING Permits: Shoreline Review Released(By' Released By Hold Reasons: -- — Permit Conditions: 10 �QZ � - �� — Project Number: 00007140 Inv: 1Application Date: 08/15/2000 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: OWNER Firm: OWNER Address: 0 Phone: (000) 000-0000 000000, 00 000000 Building Characteristics Const Category: New Group: R-3 Type: VN Fee Amount MINIMUM FEE ADJUSTMENT Nbr Of Dwellings: 1 Occupant Load: 0 Building Height: 17 Stories: 1 Bldg W x D: 22 x 26 Building Sq Ft: 572 Sprinklers: ❑ 1 NUMBER OF Req Parking: 0 Handicap Parking: 0 Critical Materials: ❑ NUMBER OF $10.00 This Application: Total Project: Description Gra Tvpe Notes Sq Ft Valuation Sg Ft Valuation RESIDENCE R-3 VN 572 .$35,464.00 572 $35,464.00 (000) 000-0000 Totals: 572 $35,464.00 572 $35,464.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL VALUATION 1 Y OR BLANK $451.00 STATE SURCHARGE 1 Y OR BLANK $4.50 RESIDENTIAL SURCHARGE 1 Y OR BLANK $99.22 Permit Total Fees: $554.72 Mechanical Permit Contractor: OWNER Firm: OWNER Address: 0 Phone: (000) 000-0000 000000, 00 000000 Item Description Units Unit Desc Fee Amount MINIMUM FEE ADJUSTMENT 1 Select $14.00 GAS PIPING 1 # OF UNITS $1.00 VENTILATING FANS 1 NUMBER OF $10.00 GAS LOG OR GAS INSERT 1 NUMBER OF $10.00 Permit Total Fees: $35.00 - - - - - - -- Plumbing Permit ---- -- Contractor: OWNER Firm: OWNER Address: 0 Phone: (000) 000-0000 000000, 00 000000 Item Description TOILETS/BIDETS SINKS SHOWERS MINIMUM FEE ADJUSTMENT Units Unit Desc Fee Amount 1 NUMBER OF $6.00 2 NUMBER OF $12.00 1 NUMBER OF $6.00 1 Select $11.00 Permit Total Fees: $35.00 Page 2 of 3 ' l t Project Number: 00007140 Inv: 1 Application Date: 08/15/2000 Page 3 of 3 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Payment Summa Operator: RMB Printed By: RMB Print Date: 08/15/2000 Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $554.72 $554.72 $0.00 $554.72 Mechanical Permit $35.00 $35.00 $0.00 $35.00 Plumbing Permit $35.00 $35.00 $0.00 $35.00 $624.72 $624.72 $0.00 $624.72 Notes • 3 �. Win, =_ 4 �.r.-- .: - .xa ., a :y ::� 00 - 1114b j j PROJECT APPLICATION `' SPOKANE COUNTY DIVISION OF BUILDING & CODE ENFORCEMENT 1026 WEST BROADWAY AVENUE SPOKANE, WA 99260 509-477-3675 SPO Project Description: lip"M d���y /�y� TYPE OF APPLICATION Building Permit O Change in Use O Grading O Manufactured Home Permit O Relocation O Sign O Tenant (New/Change) O Other SPECIFIC SITE INFORMATION Street Address: 5- 7ci/7 51 /2/ V Assessor's Tax Parcel Number(s): Legal Description: Building height to peak Dimension Z z x 2 - Occupancy group Cost of project PROJECT INFORMATION Building Information N of stories Main floor sq. ft. 6`0 Total habitable space 2"d floor sq. ft. Construction type Garage sq. ft. Heat source (electric, gas, etc.) Unfinished basement sq. ft. Finished basement sq.ft. A//t -- Deck sq. ft. Manufactured Home Sign' Width: Length: What is the square footage of the sign face? How high is the sign? Year: Make: N of signs Area of existing signs Previous address use Fire Sprinkler Paint booth Fire Alarm Tent Fireworks display _I Special Inspections Required? Firm Name Phone Non -Residential Energy Code Compliance? Plans Examiner Phone Inspectors: Address Is any part of the property within 250 feet of a shoreline? Inspector Phone O Concrete O Welding O Bolting O Reinforcement Address ADDITIONAL SITE INFORMATION Are there structures on the property? O Yes O No What is the current property size? I es, identi on site plan s uare feet or acres Is any part of the property within 250 feet of a shoreline? What is the current use of this property? I es, identify on site plan O Yes O No Is public water available to -the site? O Yes 0 No Is your property in a designated wildlife habitat area? Will the site be served by a septic system? O Yes O No O Don't know O Yes O No Is the property inside the PSSA? O Yes Is any part of the property within a 100 yr flood plain? Are or will there be wells located on the property? If yes, identify on site plan If yes, identify on the site plan O Yes O No O Maybe O Don't know O Yes O No Are there any wetlands, streams or ponds within 200 feet of the Is there evidence of fill or excavation on the property? property? O Yes O No I es, ident;fv on site plan O Yes O No Are there slopes greater than 30% on the property? (30 ft rise in 100 ft) Are critical or hazardous materials used or stored on site? % O Yes O No I O Yes O No DEPARTMENT USE ONLY Is the property in a designatedStormwater Control Area? Is public sewer available to the site? 0' Yes 0 No O Yes O No Is the property inside the ASA? O Yes O No Is public water available to -the site? O Yes 0 No 0 Yes` O No Is the property inside the PSSA? O Yes O No Is the property located within 1000 feet of a.Natural Resource ' Area? O Yes O No Date Received: Staff Representative: ICBO Evaluation Service, Inc1-2299. s� Officials WOW A s WORKMco""o corporation of the International Conference of Building .., A subsidiary p ER -4203 EVALUATION REPORT ReisSued June 1, 1999 Copyright © 1999 ICBG Evaluation Service, Inc. FilingCtea gory: DESIGN (038) RASTRA PANEL SYSTEM RASTA OF THE LAZA CIRCLE, 601EPSUITE A LITCHFIELD, ARIZONA 85340 1.0 SUBJECT Rastra Panel System. 2.0 DESCRIPTION 2.1 General: The Rastra building system is comprised of individual ele- ments, made of Thastyron—, and is a permanent formwork for reinforced concrete beams, lintels, walls, and foundation and retaining walls. Walls constructed as described in this re- port are permitted for use in combustible or noncombustible construction. The exterior surface of a building can be left un- covered since Rastra is a weather -resistant barrier. 2.2 Materials: 2.2.1 Rastra Panels: The Rastra panels are manufactured from a mixture of recycled polystyrene beads, Portland ce- ment, admixtures, and water. The proprietary mixture is trademarked as Thastyron—. The material has a density The panels are be- tween tween 20 and 24 pcf (320 and 380 kq/m3). nominal 71/, 15, or 30 inches wide; 8 r/Z, 10, 12 or 14 inches thick; and 8 /4 or 10 feet high. When stacked in the final posi- tion, the panels form vertical and horizontal cavities where re- inforcement and concrete is placed. See Figures 1, 2, and 3 for typical details of the panels. 2.2.2 Concrete: Normal -weight concrete with 3/4 -inch (19 mm) maximum aggregate size must have a minimum com- pressive strength of 2,500 psi (17.2 MPa) at 28 days. Slump should be within 8 and 9 inches (203 and 229 mm). 2.2.3 Reinforcement: Deformed steel reinforcement bars must have a minimum yield stress of 40 ksi (275 MPa) and must comply with Section 2603 of the code. 2.2.4 Other: Wood members for plates or window and door framing must comply with Sections 2316 and 2317 of the code. 2.3 Design: 2.3.1 General: The design of cast -in-place, reinforced con- structuralcrete by astra blocks ust con- forrm to therules and pnc formed nplespec fied in Chapter 9 of the code and the following: orcement must be 1 Minimum med ebarrspaced a mizontal aximum m m of 30 nchesl(760 mm) on center for structures located in Seismic Zones 1, 2 and 3; and must be minimum No. 4 deformed rebar spaced a maximum of 15 inches (760 mm) on center for structures located in Seismic Zone 4. Minimum vertical reinforcement must be No. 4 deformed rebar spaced a maximum of 30 inches (760 mm) on cen- ter for structures located in Seismic Zones 1 and 2, and for structures located in Exposure C areas having a basic wind speed of 70 mph (102 km/h). Minimum vertical rein- forcement must be No. 4 deformed rebar spaced a maxi- mum of 15 inches (380 mm) on center for structures lo- cated in SeismicZones 3 and 4, and forstructures located in Exposure C areas having a basic wind speed greater than 70 mph (102 km/h). 3. with Section 1912of the reinforcement must be in ac- cordance4. Calculations are based on the assumption that the Rostra wall is a solid -concrete wall having an equivalent thick- ness, beq, of 4.3 inches (110 mm). 5. The strength -reduction factor, (�, is in accordance with Section 1909.3 of the code. 6. A shape -reduction factor of 0.85 and the strength -reduc- tion factor specified in Section 1909.3 of the code must be used cumulatively in the design of structural concrete formed by the Rastra units. For example, for members subflexure he nominal shear strength ito shear provided bydthe concrete is t isdete mined as fol- lows: Vc = 2(PV fc bead For SI: Vc = 0.166( yP fc begd where: beq = Width of an equivalent rectangular section equal to 4.3 inches (110 mm). d = Distance from extreme compression fiber to centroid of tension reinforcement in opposite half of member. f'c = Specified compressive strength of concrete (psi). = Strength -reduction factor equal to 0.85. = Shape -reduction factor equal to 0.85. In -plane shear strength of shear walls is determined as follows: F„ _ (CV f7' Lvbeq For SI: F„ _ <ptlr f,' Lvbeq ICBO,utilizing tire code ion 0 C10 EvaluntionreportsnjlCl30Evn6m�(`S"„'c1�(Ic(�c�sr�resrnrrrgncsthelic.+Vornnr thertattrirbutesno spe fieflll-idd essednoritsonL'r1rI0I5�rmC'ntorriccommrnr is based. Evaluation reports are nor dation for use of the subject report. iff an independent verification. 01 77rereisnn wnrrunh by t! l30 Evrrlrrlirnitrrl fn,'nrerchontabilitP This report is hosed upon independent rests or other technical data submirred hr Nte applicant The lCBO Evalunrion Service. Inc., val"(ic•al Servlots Inc.. ex r t re rest results and/or other data, but does rurtpnsses_s test facilito to inane P or implied, as toanp"Finding" ororhermatterintirereporrorasroorP.Prorlrtc.tCO0ef1r/hrdrerepnrt.T/risr/ise•laimerine•lur/es,hurisrrrr Pagel Of Page 2 of 8 where: beq = Width of an equivalent rectangular section equal to 4.3 inches (110 mm). V, = Specified compressive strength of concrete (psi). L„ = Total length of shear wall panel (inches). = Shape -reduction factor equal to 0.85. = Strength -reduction factor equal to 0.85. 8. The length of wall considered the effective length for con- centrated vertical loads must not exceed the center -to - center distance between loads or the width of the bearing plate plus four times the effective wall thickness [beq, equal to 4.3 inches (110 mm)]. 9. Roof and floors must be anchored and supported at the wall in accordance with Section 1631.2.8 of the code. Ledger bolts must have the minimum diameter and spac- ing specified on the building plans approved by the build- ing official. The horizontal reinforcement at each roof and floor level must be in accordance with the design or must be a minimum of one No. 4 rebar. 10. Walls subject to axial loading or combined flexural and ax- ial loading must be designed as compression members in accordance with Section 1910 of the code. 11. Anchorage to foundations must comply with Section 1915.8 of the code. 2.3.2 Alternate Design as Slender Walls: Alternate design of concrete walls formed by the Rastra units is permitted to be used to comply with Section 1914.8 of the code, provided the calculations are based on the assumption that the Rastra wall is a solid -concrete wall having an equivalent thickness of 4.3 inches (110 mm), and provided the following are considered in the design: 1. The height -to -thickness ratio (h/beq) must not exceed 60. 2. In the case in which the vertical service -load stress ex- ceeds 0.04 f., the height -to -thickness ratio (h/beq) must not exceed 30. 2.3.3 Prescriptive Design: The following prescriptive de- sign approach fora two-story building specified in this section is permitted to be used in lieu of calculations required by Sec- tion 2.3.1 of this evaluation report: 1. Structures in all seismic zones are limited to two stories and 10 -foot (3048 mm) unsupported wall heights. See Figures 4 and 5 for two-story height limits. 2. Maximum total roof live and dead load is 50 psf (2.4 kN/ m2), and the maximum total floor live and dead load is 75 psf (2.6 kN/m2), with a maximum applied load eccentricity of 51/2 inches (140 mm). 3. The maximum superimposed load applied vertically atthe top of the wall is 2,500 pounds per lineal foot (36 500 N/m ). 4. Maximum basic wind speed is 100 miles per hour (161 km/h) in Exposure C locations as defined in Chapter 16, Division II. of the code. 5. Vertical and horizontal wall reinforcements must be spaced in accordance with Table 1, and placement must comply with Section 1914.3 of the code. 6. Wall openings must be vertically and horizontally rein- forced in accordance with Table 2. 7. Roof and floors must be anchored and supported at the wall in accordance with Section 1633.2.8 of the code. 8. Ledger bolts must have the minimum diameter and spac- ing specified on the building plans approved by the build- ing official 9. Allowable in -plane shear loads specified in Table 3 must be greater than or equal to design loads ER -4203 10. Anchorage to foundations must comply with Section 1915.8 of the code. 11. The horizontal reinforcement at each roof and floor level must consist of a minimum of one #5 bar. 2.4 Installation: The Rastra wall system must be supported on concrete foot- ings complying with Chapter 18 of the code. Vertical rebars, embedded in the footing, must extend into the panel wall sys- tem a minimum of 24 inches (610 mm), or a length complying with Section 1912 of the code, whichever is greater. Panels are affixed to each other using an approved high -yield expan- sive foam adhesive, such as Convenience Products' Touch - n -Seal or Hilli's Filler Foam. After the adhesive is applied to one surface in approximately 1/4 -inch (6.4 mm) bead, the pan. - els are pressed together until the adhesive is cured. Alterna- tively, clamps, which are removed after the adhesive has dried, can be used. If panels are stacked horizontally, whalers can be used and dry stacking is permitted. The panels may be laid horizontally or vertically provided the horizontal and vertical reinforcement is placed in accordance with the ap- proved building plans. See Figure 13 fora typical panel layout schedule. Horizontal reinforcement is permitted to rest directly on the Rastra panel units in the cells, and the vertical reinforcement must be placed in accordance with the design drawings be- fore concrete is poured. Lap splices for the reinforcement must comply with Section 1912 of the code. Concrete is to fill all voids of the wall panels. Field verification of a proper pour can be accomplished by pushing a 1/4 -inch -diameter (6.4 mm) steel rod through the face shell of the panels to the con- crete core. Wood ledgers must be attached to the Rastra wall. The face shell ofthe form units can remain. Wood ledgers are attached by cutting 6 -inch -diameter (152 mm) holes into the side of the panel at the location of the horizontal or vertical core at spac- ing required by design, before the placement of concrete. A dam must be used to hold a J -bolt centered in the hole. When concrete is poured into the wall system, the holes provided for the J -bolts form a solid concrete connection from the ledger board to the horizontal bond beam. Wood plates must be anchored to the top of the wall. Anchor bolts used to connect the wood ledgers or plates to the con- crete must be cast in place, with the bolts sized and spaced as required by design. 2.5 Interior Finish: Rastra wall panels are permitted to be exposed to the interior of the building since the Thastyron - material acts as an ap- proved thermal barrier for the EPS beads. When an interior finish is provided, such as gypsum wallboard or plaster, the attachment of the finish is in accordance with the manufactur- er's installation instructions. 2.6 Exterior Finish: 2.6.1 Above Grade: Exterior walls can be finished with an approved wall -covering in accordance with the code or an evaluation report. Negative wind pressure capacity of the ex- terior finish material is recognized in the code for generic ma- terials or a current evaluation report for proprietary materials. 2.6.2 Below Grade: Wall surfaces must be dampproofed and, when required by the local building department, water- proofed in accordance with Appendix 18 of the code. Damp - proofing and waterproofing materials must be approved by Rastra of the Americas, L.L.C., and the local building official. 2.7 Foundation Walls: The wall system is permitted to be used as stem walls sup- ported on concrete footings complying with the code. Page 3 of 8 2.8 Retaining Walls: The wall system is permitted to be used as retaining walls with reinforcement designed in accordance with this report and accepted engineering principles. 2.9 Crawl Spaces: Rastra wall system in underfloor crawl spaces is permitted to be exposed to the crawl space, provided ventilation complies with Section 2317.7 of the code. 2.10 Fire -resistive Construction: Wall assemblies constructed from minimum 10 -inch -thick (254 mm) Rastra panels have a four-hour fire -resistive rating for walls that are load-bearing or nonload-bearing. The Ras- tra panel units, having a width of 71/2, 15 or 30 inches (191, 381 or 762 mm), must be bonded together with an approved polyurethane foam, such as Convenience Products' Touch - N -Seal or Hilti's Filler Foam, and the cavity of the Rastra pan- els system must be filled with normal -weight concrete using either carbonate or siliceous aggregate. The concrete must be reinforced with reinforcing bars in accordance with this re- port and the approved building plans. 2.11 Special Inspection: Except for foundation stem walls conforming to Table 18-1-D of the code, special inspection is required for placement of reinforcing steel and concrete, and concrete cylinder testing, as noted in Section 1701 of the code. When approved by the building official, special inspection is not required when all of the following conditions are met: 1. Wall systems are a maximum of 8 feet (2438 mm) high and are limited to use in single -story construction of Group R, Division 3, orGroup U, Division 1, Occupancies. 2. Maximum height of a concrete pour is 48 inches (1219 MITI). 3. Installers are approved by Rastra of the Americas, L.L.C. 2.12 Identification: Each package bears a label specifying the name and address of the manufacturer as follows: NAME OF MANUFACTURER'S PLANT Materiales de Construction de Mexicali Rastra Juarez ER -4203 MANUFACTURER'S PLANT Carr. A San Luis R.C. Km 7 Col. Pareelas Mexicali, B ., C.P., Mexico Prolongation Oliver Cromwell No, 2780 Parque Industrial Fernandez Cd. Juarez, Chih. C.P. 32360, Mexico Additionally, product labels must indicate the ICBO ES re- port number (ER -4203), and the name and logo of the quality control agency (Northwest Geotech, Inc.). 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Concrete and Concrete Masonry Wall Systems (AC15), dated June 1987. 4.0 FINDINGS That the Rastra panel system described in this report complies with the 1997 Uniform Building Code—, subject to the following conditions: 4.1 Panels are manufactured, identified and installed in accordance with this reportand the manufactur- er's installation instructions. 4.2 Plans and calculations showing compliance with this report are submitted to the building official for approval. 4.3 Special inspection is provided in accordance with Section 2.11 of this report. 4.4 The Rastra units are manufactured at the address- es shown in Section 2.12 of this report, with quality control inspections conducted by Northwest Geo - tech, Inc. (AA -642). This report is subject to re-examination in two years. TABLE 1—RASTRA WALL PANEN SECTION II3 3 OF THDISULE EVAFOR THE LUATION REPRESCRIPTIVE CRIP II E DESIGN APPROACH SPECIFIED WALL CONDITION SEISMIC ZONES 'I......... #3 ea. cell 0, 1, 2A, 2B #3 ea. cell Crawl space wall and above -grade wall 3 and 4 44 ea. cell #4 eacell All #4 ea. cell #4 ea. cell Basement wall with height of backfill "H" s 5' - 0" #5 ea. cell Basement wall with height of backfill "H` > >' 0" All #4 ea. cell For SL 1 inch = 25 4 mm, I foot = 304.8 mm. I psf = 0.048 kN/m'-, 1 plf = 14.6 N/m, I mph =1.61 km/h, I pcf =16 kg/1,3, 1 psi = 0.0069 MPa, I ksi = 6.72 MPa. IMaximum floor and roof joist spans shown on wall sections are based on total floor load = 55 psf and total roof load = 50 psf Other loading combinations are allowed with a maximum total superimposed load on the top of the wall equal to 2.500 pif '-Maximum allowable wind pressure based on 100 mph, Exposure C. ;Equivalent fluid pressure of soil = 62.5 pcf °Concrete: f , = 2,500 psi, minimum. All voids must be filled. _ follows #4 - I S inches, #5 - 24 inches. Comer bars must be provided with 24 -inch legs at every course 'Reinforcing steelFv = 60 ksi. All reinforcing must be lapped as at all comers and intersections. Page 4 of 8 TABLE 2—LINTEL REINFORCING SCHEDULE FOR THE PRESCRIPTIVE DESIGN APPROACH SPECIFIED IN SECTION 2.3.3 OF THIS EVALUATION REPORTI,2 ER -4203 MAX. LOAD PER FOOT 2'-0" 3'-0- 4'-0' OPENING LENGTH IN WALL 1 6'-0'1 Lintel Reinforcing Schedule 8'-0- 10'-0- 12'-0' 100 plf #4 #4 #4 #4 #4 #4 #4 200 pIf #4 #4 #4 #4 #4 #4 #4 400 pIf #4 #4 #4 #4 #4 #5 #5 600 plf 44 #4 #4 #4 #4 — — 800 plf #4 44 #4 #4 — — — 1,000 plf #4 #4 #4 #4 — — 1,200 plf #4 #4 94 — — — — 1,500 plf #4 #4 #4 — — — — 2,000 plf #4 #4 — — — — — 2,500 pit #4 — — — — — — For SI: 1 Inch = 25.4 mm, I foot = 304.8 mm, I plf= 14.6 N/m. 'Combinations below the heavy solid line require a minimum oftwo #3 stirrups every vertical cell, spaced at 43/4 inches on center over the entire length of the lintel. Combinations above the heavy solid line require a minimum of one #3 stirrup every vertical cell over the entire length of the lintel. 21-intel reinforcing shall extend a minimum of 2'-0" past the edge of the opening. ;This reinforcement schedule is based on lintels having a depth such that the distance from the extreme compression fiber to the centroid ofthe Flexural reinforcement is a minimum of 30 inches. TABLE 3—ALLOWABLE IN -PLANE SHEAR CAPACITY OF RASTRA SHEAR WALLS FOR THE PRESCRIPTIVE DESIGN APPROACH SPECIFIED IN SECTION 2.3.3 OF THIS EVALUATION REPORTI WALL LENGTH "L" ALLOWABLE IN -PLANE SHEAR CAPACITY (plf) L < 4'-0" 0 4'-0" s L < 6'-0" 400 6'-0" s L < 8'-0" 600 L i 8'-0" 800 For SI: 1 foot = 304.8 mm, I plf = 14.6 N/m. t Walls must be reinforced with horizontal and vertical rebar in accordance with Table I. Page 5 of 8 F f Sl andard—Element r�^1 � l 1 r�^1 Twin Elemenl " l 1 Ke t End Element D )( F L S T E X 8.5"(215) 5"(127) 1.75' (45) 105'(2670) 105'(2670) or 1 120'(3050) 15'(380) 30'(7601 71h"(177) 5.25'(135) N.A. 10" (250) 8'(155) 2'(50) 12" (305) e" (155) 3" (76) 14" (355) 6" (155) 1 4" (100) Ta«r •law" w 01"tT A•.v..c. M—W Thickness ins(cm) Length vvu,mca nnu "cru— Stendard Element cuff dm' End Elam. Weight Std.E. ins(cm) net Net outside Cavity Ibs(kp1:10% 8.5"(21.5) 105'(267) 7.7 (218) 2.3 (6 6) 5.4 (152) 130 (59) 120"(305) 10.24 (290) 3.67 (104) 6.57 (186) 4.09 (116) 158 (721 10'(25) 105'(267) 8.97 (254) 3.18 (90) 5.79 (1641 - 139 (63) 12'(30.5) 120"(305) 1 12.47 (353) 1 3.67 (104) 8.8 (249) 1 5.23 (148) 197 190) 105"(267) 1 10.91 (309) 3.18 (90) 7.73 (219) 173 (791 14"(35.5) 120"(305) 14.51 (411) 3.67 (104) 10.84 (307) 6.04 (177) 243 (110) 105"(267) 12.71 (360) 3.18 (90) 9.53 (270) - 213 (97) FIGURE 1—CONFIGURATION AND DIMENSIONS OF RASTRA® PANELS ER -4203 Page 6 of 8 J �Concrete [ore THo7rizonlall reinforcement FIGURE 2—PLACEMENT OF REINFORCEMENT WITHIN THE WALL S Standard panel E End panel D Double panel S -a Standard panel cut to fit S -b Smaller openings cut out before concrete is poured FIGURE 3—EXAMPLE OF A RASTRA® WALL PANEL LAYOUT SCHEDULE ER -4203 f'- -- -- '------_f ----------- ---------------- S-b , a J r l ) a 1 I 1 t S Standard panel E End panel D Double panel S -a Standard panel cut to fit S -b Smaller openings cut out before concrete is poured FIGURE 3—EXAMPLE OF A RASTRA® WALL PANEL LAYOUT SCHEDULE ER -4203 ER -4203 Page 7 of 8 RAFTER PER ROOF SHEATHING NOTCH P FINISH SURFACE 2X8PL 1O TRA 0 BOUND. NAILING THING b L4 X B LEDGER I Cn O � - 1 � o 0 10" RA TRA W/-- _ 4" CONC. SLAB W/ W.W.F. 6 X 6-10/10 14 O 30 O.C. Z4" 24" " SAND W/ 6 MIL VAPOR BARRIER N k(2 #5 DOWEL TO MATCH WALL REINF.REINF. TO MATCH PER PLAN WALL REINF. For SI: I inch = 25.4 mm, I foot = 304 8 mm. FIGURE 4—TWO-STORY Y TIN SECTION IL WHEN THIS USING THE PRESCRIPTIVE RI ORT DESIGN APPROACH SPECIFIED Page 8of8 ER -4203 FINISH For S1: I inch = >; 4 mm, I tool = ;iU 8 mm FIGURE 5—TWO-STORY HEIGHT LIMIT DETAIL WHEN USING THE PRESCRIPTIVE DESIGN APPROACH SPECIFIED IN SECTION 2.3.3 OF THIS EVALUATION REPORT '•'•+ 1 '� . A111), SSO 0° -60t _-Fl-ANKING �— s are shown on tnd drainage s tgs etc.) ig and than 100 feet system and !ms !s asy access for Held. vents is which includes Is or runs of ainfield Pipe per d level, or drop xrst be vehicles pass Om -the septic achbed. 14 inches lower :ptic tank. I ny structure or pick up a copy SITE SEWAGE Y. k z,' This site plan is teinq submitted for the purpose of obtaining.a building permit and is a true and correct representation of the proposal. All known property lines/dimensions, curb lines, structures and easements have been identified. Also indicated are wetlands, bodies of water, steep slopes or other critical areas. Signed: xt ::i Date: ( — / Cp C9n 5PuKANT- 2LvF'1Q, -tom North DIPX-=ONs TO SITE: - LW APPLX: SITE ADDRESS: 67g1 yeez wg y 1. Is the property size the same as Amn an the Asu== map or Plat map? Oyes Boo 2 If not, what land tae action has a will tali p6m? 3. iia: this land use fiction (certificate of cx mption, atznatioa, segregation. etc.) been filed with the APPROVALS by Spoka Regional Nr>aith Distric+ O Drak" O O Trench O maxima- ED) axis OIYG*a" dep O cap inche O To brand required D�=_ p e yrians of wata regtsied to 'D- Bc knpuf- Commentsr can (" 3K-1560 fo inspeclian Wme cover N you carroot install th system according to tl approvedvt3a. you ax the offceat (509) 32, to dsm=MffDRE TH II9STAti11AW Date WCHFs TO 6 . v • 48" PawMA7 rRMCH BOTTOM cawva .� �. COMM HPE, oR" . ... ... FaM DOVVNwAi Comm _M • �