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2007, 03-09 Permit App: 07000673 PoolProject Number: 07000673 Inv: I Application Date: 3/9/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Permit Use: SWIMMING POOL Contact: HOWARD, RICHARD S Address: 11011 E 26TH AVE C - S - Z: SPOKANE VALLEY, WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 922-8233 Group Name: Site Information: Project Name. Plat Key: 001393 Name: KOKOMO TOWNSITE (FEES) District: Sout Parcel Number: 45283.3023 Block: Lot: SiteAddress: 11011E 26TH AVE Owner: Name: HOWARD, RICHARD S Address: 11011E 26TH AVE Location:: CSV SPOKANE VALLEY, WA 99206 Zoning: UR -3.5 Urban Residential 3.5 Water District: 007 MODEL Hold: ❑ Area: 10,833 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Originally Released: 3/9/2007 By: TMELBOU Landuse/Zoning/HE Conditions Released By. Proposed pool is at least partially located in flood zone. Originally Released: 3/7/2007 By: cjjanssen Permits: ��,.- , .=s_ :w..-. Swimming Pool Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 Item Description SWIM POOL > 5000 GAL WSBCC SURCHARGE Units Unit Desc 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $50.00 $4.50 $54.50 Operator: JD Printed By: JD Print Date: 3/9/2007 Project Number: 07000673 Inv: I Application Date: 3/6/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Permit Use: SWIMMING POOL Contact: HOWARD, RICHARD S Address: 11011 E 26TH AVE C - S - Z: SPOKANE VALLEY, WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 922-8233 Group Name: Site Information Project Name: Plat Key: 001393 Name: KOKOMO TOWNSITE (FEES) _ District: Sout Parcel Number: 45283.3023 Block: Lot: SiteAddress: 11011E 26TH AVE Owner: Name: HOWARD, RICHARD S Address: 11011E 26TH AVE Location:: CSV SPOKANE VALLEY, WA 99206 Zoning: UR -3.5 Urban Residential 3.5 Water District: 007 MODEL Hold: ❑ Area: 10,833 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: ._ s.m .. , ..... .. .. Permits: -- - - — Swimming Pool -- — Contractor: OWNER Item Description SWIM POOL > 5000 GAL WSBCC SURCHARGE Firm: OWNER Phone: (000) 000-0000 Units Unit Desc 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $50.00 $4.50 $54.50 Operator: JD Printed By: JD Print Date: 3/6/2007 Project Number: 07000673 Inv: I Application Date: 3/9/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Notes: >. . Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Swimming Pool $54.50 $54.50 $0.00 $54.50 $54.50 $54.50 $0.00 $54.50 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 3/9/2007 Project Number: 07000673 Inv: I Application Date: 3/6/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Notes: Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Swimming Pool $54.50 $54.50 $0.00 $54.50 $54.50 $54.50 $0.00 $54.50 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 3/6/2007 Tuesday, Mar 06, 2007 10:18 AM Permit Center SaTy 11707 E Sprague Ave, Suite 106 PERMIT NUMBER: �pOlime Spokane Valley, WA 99206 Valley PERMIT FEE: y (509)688-0036 FAX: (509)688-0037 ,,;00 www.5pokanevalley.org Community Development Residential Construction MAS d 2007 El New Construction F-1AccessoryBldg `' Permit Application ❑ Addition/Remodel ❑ Deck Other: SITE ADDRESS: l�D!/ Z('41re- ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Kdk6tno wnS} ( I- 7L7 -� L.ZI l%�tl i.11r f-E4jn 11,K�F- Building Owner: Name: Address: City: s Jll State: Zip: 1 0 r Phone: %l— 4q Fax: Contact Person Name: Phone: Proposed Use: Contractor: Name: Address: City: State: Zip: Phone: Fax: Contractor Lic No: Exp Date: City Business Lic. No: of work in det�il: Cost of Project: $ �, (960 � db n_ _ **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIQNS: , # OF STORIES: TOTAL HABITABLE SPACE: A; s(- 3 G X 4 MAIN FLOOR TO SQ. 2 FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: PROPERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be proc sed. SIGNATURE: / DATE:-? _7 Method of Payment: ❑ Cash ❑ Check ❑ Mastercard ❑ VISA Bankcard #: Expires: VIN#: Authorized Signature: REVISED 2/15/07 SVdL&Lne Valley 11707 E Sprague Ave Suite 106 0 Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@Spokaneva11ey.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ . Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor. Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22"X 30" attic access location ❑ 18"X 24" crawl space access: ❑ One-hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan 11 Insulation information WALL PANEL AND BRACE CALCULATIONS FOR 5" WIDE FLANGE, 42" HIGH STEEL WALL PANEL (Pages 1-13) Prepared for: CARDINAL POOL SYSTEMS, INC. 269 South Rt. 61 Schuylkill Haven, PA 17972 Prepared By: SCHAFER ENGINEERING ASSOCIATES 1885 State Street Schenectady, New York 12304 Phone: (518) 393-4767 Fax: (518) 393-3510 ........................ Void �viftro signat rendaiseeal 34t fa u In as r grmi Ap lic i0s. l su 7 1 Q i 'raiior�101 0 /07 Tor' -::to A ss Only � I' � CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel Calculation Assumptions: a.) The panel ends provide minimal vertical stiffener reinforcement for the galvanized steel pool panels. Therefore, the critical case for calculating vertical stiffener strength occurs when a 4 foot panel is sandwiched between two 6 foot panels. b.) The concrete pour at the base of the wall (i.e., bond beam) provides 6 inches of vertical support to the panels, stiffeners and braces. c.) Refer to the last page for more Material/Installation Assumptions. Definition of Parameters: Assumed Soil Properties: (Sandy silt soil material) Wd (unit weight of dry soil) 105 Ib/ft3 WW (unit weight of saturated soil) 135 Ib/ft3 (D (soils interior angle of friction) 30 degrees Ka (lateral active soil coefficient) = tan (45-0/2) 0.333 Yd (equivalent active unit weight of dry soil) = Ka W d 35 Ib/ft3 ys (equivalent active unit weight of saturated soil) = K.W W 45 Ib/ft3 yW (unit weight of water) 62.4 Ib/ft3 µ (friction factor between soil and concrete) 0.45 Material Properties and Dimensions: Panels/Stiffeners/Channels E (modulus of elasticity) 29,000 k/int Fy (minimum yield stress of cold -formed steel) 42,000 Ib/int Fb (allowable bending stress of cold -formed steel) 25,150 Ib/int Fb,plate (allowable bending stress of cold -formed plate steel) 31,500 Ib/int Ft (allowable tensile stress of cold -formed steel) 25,150 Ib/int tp (thickness of panel, stiffener, and channel steel) 0.0785 in h (height of panel) 3.5 ft hW (depth of water) 3.0 ft heft (effective height of panel) 3.0 ft b4 (maximum unstiffened 4 foot panel width) 4.0 ft b6 (maximum unstiffened 6 foot panel width) 3.0 ft R (maximum radius of panel) 15 ft L; (effective height/length of stiffener = heff) 3.0 ft d (nominal depth of stiffener) 5.0 in L (maximum brace spacing) 8.0 ft S.,s (section modulus of stiffener) 0.5973 in b5 (maximum unsupported length between stiffeners) 10.0 ft S... (section modulus of channel) 0.6464 in3 Void v✓ith iV41 in, si9nathre,�andais eal. / ,; aoier; �errn; Ap lic�tiohs/ Schafer Engineering Associates SSU ' 0,"E roiokOa} !x60/07 1of 13 t yr nst patron i; Address Only CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel A307 Steel Bolts Ft (tensile stress of the bolt) 20,000 Ib/int F,, (shear stress of the bolt) 10,000 Ib/int s (bolt spacing) 6 in db (bolt diameter) 0.3750 in Concrete Bond Beam F'. (compressive strength of concrete) 2,500 Ib/int tc (thickness of base pour) 6 in WC (width of base pour) 2.5 ft yC (unit weight of concrete) 145 Ib/ft3 am (moment arm) See Calculations Angled Braces/Rods Fy (minimum yield stress of steel) 36,000 Ib/int Fa (allowable axial stress) 9th Ed. ASD pp. 3-16 ra (radius of gyration of angle) From Spreadsheet Aa (area of angle) From Spreadsheet La (maximum length of angle) 44 in LE (maximum length of rod) 19 in dr (rod diameter) 0.625 in rE (radius of gyration of rod) 0.1563 in k (effective length factor) 1.0 Analyses: 1. General Panel Configuration EQ. EQ. EQ 8'-0" PANEL EQ. E.Q. 6'-0PANEL PANEL 5.0"/3.5' WALL PANEL Schafer Engineering Associates 2of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 2. Loading Conditions: (Calculated per unit foot of wall.) A. Dry Backfill, Pool Full ILI Total lateral dry soil load [Pd] = yd x h2 - 2 2 1 1 t 1 d P - y,,xhW_ D 3: w � 2 35 x 3.5 - 214.38 Ib/ft L 62.4 x 3.0 2 Total atera wa Cl oa [ W] - 2 - = 280.80 Ib/ft 2 Total lateral load per unit length [P] = PW - Pd = 280.80 — 214.38 = 66.43 Ib/ft Approximate distributed panel load [Pnet] _ p 66.43 =18.98 Ib/ft2 h 3.5 B. Saturated Backfill, Pool Full N ysxh2 Total lateral saturated soil load [Ps] = 2 = W 45 x 3.5 2 = 275.63 Ib/ft L Total lateral load per unit length [P] PW - Ps = 280.80 — 275.6 = 5.18 ib/ft Approximate distributed panel load [Pnet] _ _ p 5.18 = 1.48 Ib/ft2 h 3.5 0 Schafer Engineering Associates 3of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel C. Dry Backfill, Pool Empty (See Material/Installation Assumptions) Total lateral dry soil load [Pd] = 214.38 Ib/ft Approximate distributed panel load [Pnet] _ Pd = 214.38 = 61.25 lb/ft2 h 3.5 3. Flat Plate Analysis: (4'-0" panel length governs as maximum spacing between vertical stiffeners occurs with this panel. See Calculation Assumption b.) Largest unsupported panel area: 3.0 ft x 4.0 ft Modify lateral soil load to determine actual load acting on panel parts by taking concrete bond beam into account. (Load Condition 2c governs and assumes overturning/sliding analysis requirements are met.) yd x heff2 35 x 3.0 2 P' = = = 157.50 Ib/ft 2 2 P1 157.50 Approximate distributed panel load [P'net] _ _ = 52.50 Ib/ft2 hell 3.0 2 2 P'nethett2b42 52.50 x 3.0 x 4.0 Actual bending stress [fb] = 2 2 2 = 2 2 2 2tp (heti +b4) 2 x 0.0785 x ( 3.0 + 4.0 ) [fb] = 24,536.49 Ib/int F.O.S. = Fb 31,500 = = 1.28 > 1.0 OK fb 24,536.49 ..:.............................. ditl Athaut. gnatur"d raised sea]. NCxt fortte Maste�'Pmit ` ppli�atior su 48 ,0, rE pi atich Dale: `F'or In � a 9 f sss 4 Schafer Engineering Associates 4of13 4 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel Radial Panel Analysis: (Tensile hoop stress. Load Condition 2c governs and modified lateral distributed panel load [P'nei ] from Section 3 applies.) P'nei R Actual Tensile Stress [fi] _ tp _., � nF POOL SIDE 52.50 x 15 x (1/12)= 835.99 Ib/int ft = 0.0785 F.O.S. = f` 25,150.00 _ = 30.08 > 1.0 OK 835.99 5. Bending along Vertical Axis at Vertical Stiffener:(See Calculation Assumption a.) 6' WIDE PANEL 3'-0" 3'-0" VERTICLE 'Z' ORIENTATION P' BRACEBRACE POINT 6'-0" POINT FLANGE 00 tp=0.072 WEB FLANGE =1.125 Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.) bs Maximum bending moment [U] = 2P'L5 (+ b6 2 ) 9 i� 2 2 x 157.50 x 3.0 10.0 3.0 MS = ( + ) = 394.04 ft -Ib 9� 2 2 Actual bending stress [fb] = F.O.S. Fb 25,150 _ _ fb 7,916.46 void with t signatur� and rain��d,seal.!/ riot f r. in Ma"teq Permit A�pli atipn . X55 2 810„`E�xpir'tiAn `/19/07 i ort slfddress my � ; I MS 394.04 x 12 Se,. 0.5973 3.18 > 1.0 OK = 7,916.46 Ib/int Schafer Engineering Associates 5of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 6. Bending in the Top Channel: (8'-0" panel length governs as maximum spacing between braces occurs with this panel.) d=5 FLANGE FLANGE= 1.25 =1.25 WEB 0 0 Q P'/3 CHANNEL j; i� i i i I� x -SECTION BRACE BRACE POINT 8 —0POINT PLAN Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.) Load along the channel [Pt.p] _ p1 157.50 _ = 52.50 lb/ft2 3 3 Maximum bending moment [U] = PtoLc2 = 52.50 x 8.0 2 = 420.00 ft -lb $ 8 fb = M° _ S.'. F.O.S. = Fb fb 420.00 x 12 0.646 - 7,797.03 Ib/int 25,150 _ - 3.23 > 1.0 OK 7,797.03 Schafer Engineering Associates 6of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 7. Overturning Analysis: (Moments taken about point A with concrete bond beam in place. Calculated per unit foot of wall. Load Condition 2c governs.) f Z Mresisl = Mback + Mconc = Pbam, + Pcam, = Wdheffwcam, + 7Ctcwcam, = 105 x 3.0 x 2.5 x 1.67 + 145 x 0.5 x 2.5 x 1.67 = 1,614.58 ft -Ib —� ydxh 2 Z MOT = Msoii = Pd am2 = am2 2 2 35 x 3.5 3.5 x 2 3 250.10 ft -Ib Mresisl 1,614.58 F.O.S. _ _ = 6.46 > 1.5 OK E MOT 250.10 Void withou ignatuV� a�d raised P�I y i at foi stgf P'er it Applitatl6nt Issue s Q 9�xp6ti n tiajc-"7 i ortion Ad4fess only Schafer Engineering Associates 7of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 8. Sliding Analysis: (Concrete bond beam in place. Calculated per unit foot of wall. Load Condition 2c governs.) f Z Presist = µ(Pb + Pc) _ �t(Wd heffwc + Yc tc wc) (Pb + Pc )u = 0.45 x ( 105 x 3.0 x 2.5 + 145 x 0.5 x 2.5 ) = 435.94 + Yd h2 E Psliding = Pd 2 35 x 3.5 _ 2 214.38 E Presist 435.94 F.O.S. = Psliding 214.38 t/otd Hntho jsignatyire end raise4eal. bt fo to aster P rmi� Appllc'b f�s.a Faffon .' 70fi X07 for sta, ron'ddress Only I� = 2.03 >1.5OK Schafer Engineering Associates 8of13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 9. Brace (Angle Section) Analysis: (Assumes concrete bond beam in place and 8'-0" panel length for maximum brace spacing.) LATERAL LOAD DIAGRAM LLONGNGLE x 1 1/2" x 44" GALVANIZED ANGLE ADJUSTABLE and STATIONARY AFRAME ASSEMBLY A.) Compression Analysis: (Load Condition 2a governs.) Max force at brace level [P,] = 3 P Lc = 3 66.43 8.0 = 177.13 ib P, P1 177.13 Axial Compression Force [Pax.] _ _ _ = 371.23 ib cos 0 cos ( 61.5) 0.4772 Paxc371.23 Actual axial stress [fa] _ _ = 1,072.91 ib/int Aa 0.346 kLa 1.0x44 _ = 148.4 Cc = 126.1 Fa = 6.781 ra 0.2965 F.O.S. = f 6.781 a = = 6.32 > 1.0 OK 1.0729 Void vwtho t s' ature�hd faise� sejl % blot foYtls' as r erriiVAp0ligatlon#. p 55ueN9 diratio�Uatt3)11�' :dor tnstWISH.:'. Addre Only .(; _.................::::..::. Schafer Engineering Associates 9of13 Schafer Engineering Associates Title : Cardinal Pools Job # N/A 1885 State Street Dsgnr: SEA Date: Schenectady, New York 12304 Description: 5" Wide Flange, 48" High Wall Panel Phone: (518) 3934767 Scope : N/A Fax: (518) 3933510 Rev:510300 p r Page 1 User: KW -0603794, Ver 5.1.3, 22 -Jun -1999, Win32 Built -Up Section Properties (c) 1983-99 ENERCALC is ro'ects. ools s03-998. cardinal ools 200'. Description Properties of Angle Calculation Sketch & Diagram IC = - 1.3sxi.Sx 1,3�xI SXo,IZ ;-0.DgLI0 4- O,o7iSI x cos r!�t �� _- �G c �Z X Sz Coo 0,2�iL' �_ ixx 0.08 in4 r xx 0.466 in Total Area 0.346 in2 lyy 0.08 in4 r yy 0.466 in X cg Dist. 0.36 in Edge Distances from CG... Y cg Dist. 0.39 in +X 0.419 in S left 0.069 in3 -X -1.081 in S right 0.179 in3 +Y 1.081 in S top 0.069 in3 -Y -0.419 in S bottom 0.179 in3 Sketch & Diagram IC = - 1.3sxi.Sx 1,3�xI SXo,IZ ;-0.DgLI0 4- O,o7iSI x cos r!�t �� _- �G c �Z X Sz Coo 0,2�iL' �_ CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P] from Section 3 applies.) Max force at brace [P,] = p' 157.503 L = 3 8.0 = 420.00 ib Axial Tension Force [Paxa] _ p, _ p, 420.00 _ = 880.21 Ib cos 0 cos ( 61.5) 0.4772 Actual axial stress [fa] = P.M = 880.2 80.21 2,543.96 Wine Aa 0.346 F.O.S. = f a = 21.600 = 8.49 > 1.0 OK 2.5440 F) poi rout(sighatUrp arl�1 raised id4 �1s�e�astee,?e�mk aU 1��Ll10 Expiration Dae: 0 19/07 orin5tallation address Only i! Schafer Engineering Associates 11 of 13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel 10. Brace (Threaded Rod Section) Analysis: (Assumes concrete bond beam in place and 8'-0" panel length for maximum brace spacing.) A.) Compression Analysis: (Load Condition 2a governs.) Paxc 371.23 Actual axial stress [fa] = _ = 1,210.01 ib/int Ar 0.3068 TURNBUCKLE L*.5/8"O19° A307 k Lr 1 x 19 °D ROD 121.6 Cc= 126.1 rr 0.15625 Fa = 10.05 10.05 F.O.S. = f a = = 8.31 > 1.0 OK TURNBUCKLE and THREADED ROD 1.2100 AFRAME ASSEMBLY B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P] from Section 3 applies.) Actual axial tensile stress [ft] _ PaM 880.21 _ = 2,869.04 Ib/int Ar 0.3068 F.O.S. = ft 21.6 = = 7.53 > 1.0 OK 2.8690 11. Steel Bolt Analysis: A.) Check Bolt Shear: (Load Condition 2c governs and modified lateral load [P'] from Section 3 applies. Refer to section 9b of brace analysis.) Actual bolt shear stress [L] = Pax 880.21 = = 7,969.55 Ib/int Ab 0.1104 F.O.S. = ,, 10,000 = = 1.25 > 1.0 OK 7,969.55 B.) Check Bolt Tension Stress: (Load Condition 2c governs and modified lateral distributed panel load [P'nel] from Section 3 applies. Refer to Section 4 of radial panel analysis.) Maximum tensile force [T] = P'net R = 52.50 x 15 = 787.50 Ib/in of panel depth Actual bolt tensile stress [ft] _ T S 787.50 x 6 X (112) _ = 3,565.07 Ib Ab 0.1104 F.O.S. = ft 20,000 = = 5.61 > 1.0 OK 3,565.07 Uotdhnatuee and raisede�lr ster Permit Applipt�ins. issue 7' $9t , xpi1y`°atibn [ of '' 7 1=orfnstattion Addfess Only Schafer Engineering Associates 12 of 13 CARDINAL POOL SYSTEMS 5" Wide Flange, 42" High Steel Wall Panel Material/Installation Assumptions Wall panel, brace and panel/brace fastener sizes, thickness, dimensional characteristics, material properties and strengths used in these calculations were provided by Cardinal Pool Systems, Inc. These calculations assume that these elements have uniform thicknesses, sizes, and material properties/strengths and that they are free of defects. These calculations cover only those elements identified herein and do not cover liners, ladders, steps, slides, decks, railings, etc. This pool system is intended to be installed only by factory trained and approved distributors/contractors. 2. Soil pressures used in these calculations constitute those soils which are in their active state and have a maximum equivalent fluid pressure equal to 35 #/ft3 under non -saturated conditions and 45 #/ft3 under saturated conditions. See definition of parameters section for more soil type assumptions used in these calculations. These calculations do not consider the existence of expansive or adobe -type soils, high groundwater table conditions, or adjacent uncompacted soil fill conditions. If existing site soil conditions dictate a different or potentially higher equivalent fluid pressure than those used herein, the pool Purchaser/Installer shall contact a local Geotechnical (Soils) Engineer for additional guidance and direction prior to pool installation. 3. Wall panel backfill materials shall consist of clean porous soils, free of roots and debris, installed and carefully tamped to eliminate voids, in layers not exceeding 12" thick. In addition, backfill materials shall not exceed the same equivalent fluid pressure characteristics identified in Item 2 above. Lastly, backfilling operations behind the pool panels must be performed in conjunction with the pool filling operations. Although these calculations show that backfill material can be placed behind the pool panels when the pool is empty, these pool panels should not be considered capable of independently withstanding either the pool water's lateral forces or the lateral soil forces (from behind the pool panels). 4. The pool is designed to remain full of water at all times. The pool may be damaged if the water level is allowed to drop below the pool inlet. When appreciable drawdown is noticed or if it becomes necessary to drain the pool, contact Cardinal Pool Systems, Inc. or its agent immediately for instructions. Temporary shoring of the pool panels is highly recommended 5. These structural calculations shall be considered void if not complete (pages 1 - 13) and do not contain a raised P.E. review seal, signature, and color watermark on each page. 6. Pool system is not designed for earthquake or surcharge loading (i.e., neighboring structures, vehicles, trees, equipment, etc.). 7. Finished decks and/or grades shall be constructed in accordance with the pool manufacturer's guidelines and be sloped away from the pool copings at a rate of not less than 1/4" per foot. 8. Concrete bond beam dimensions shall be 6" x 2'-6" minimum. 9. These calculations are in compliance with the following state and national codes: 1. 2000 Nationally accepted International Building Code (IBC) 2. 1999 Building Officials & Code Administrators (BOCA) 3. 1999 Standard Building Code (SBCCI) 4. 1997 Uniform Building Code (UBC) 10. Refer to the Pool Manufacture's Installation Manual for additional restrictions, requirements, guidelines, and recommendations. Void v out #gnature and raised KI ' {Vht for e Master Permit Applitatigns„' lssu$1 -AY-4$10 Expi f�tion Date: 407 /07 1..or tnaifa inn a *s On Schafer Engineering Associates 13 of 13 7.1 Be 8' I 8' 12' 5 1/4' 16 . 4' g` 4' �-� --------� f 8' I I 4' ---#- --- 8� 4, I � 81 1 � / 1 / a 1 3rr 8 / 1 8' 5 1/4" 3'-4" 16' STEEL STEP SPSX3160XXXXXK AREA - 576 $Q. FT. PERIMETER = 104'-0" -NOTE- CARDMNL SYwon IS NOT Mropeam MR THF ISR Do specW WIDNS. 'uJ lSii{AiEA off . CARDINAL SYSTEMS Tft ~NO. THEY SWUM BE VEWM BY " LROt MgRJFACR RM -TD BE 9URE TNEY uMm ZW IIG M S. I(6n) �r+-�>�} N S IJ MID A IE5.1 Sf71NQMUS 1rARl�IC — DO 14DT eIIIE �, tIE 9MlIDw FI4D. F DIVW BOMM 9PMAM1It91 NM411L'.1K 0m so-ISu ox DR SLtn JIBE M IK' (/RFD. MMW TNP.w PI1 W PIA, 00>N9IRT 'IHE JwD THE ONTIOPIIIL. SPw AMD Pool. NSw vmis * mwim M srmdxv DS PRIOR To .Imrml C' Dr4m16 36 eDn�os aR suoe5 4N T►1ESE P°°IS` FDR /ION]ION CONCObIIKi ISF+ 18NMlY STJWDARO�.MRRE 3/16 =1 RECTANGLE N10K>!yY SPA AID •PQgL.�JS'IIIUiE, z1a1 OSEN1K*" AVVOJIIE, ALEIUNWtK.VA 22Sta LR. WIM STRUCTURAL P.E. REVIEW SEAL VOID WITHOUT SIGNATURE AND RAISED SEAL (NOT FOR USE IN MASTER /BULK PERMIT APPLICATIONS) I. ISSUER: 274809 DATE: 02/27107 EXPIRATION DATE: 06/19/07 SEAL IS APPLICABLE FOR INSTALLATION ONLY STRUCTURALLY COMPLIANT WITH THE BOCA (1999); SBCCI (1999), NSPI-5 (1995) UBC (1997), AND NATIONALLY ACCEPTED IBCIIRC (200012003) CODES ALUMINUM COPING 14 GA. GALVANIZED STEEL WALL PANEL 3/8"0 A307 MB. (1) BOLT IN ALL HOLES OF INSIDE ROW(NEXT TO POOL) AS A MINIMUN USE 2nd SET OF HOLES —� TO ATTACH PLASTIC COMPONENTS (STEPS, SWIM OUT, ETC.) 2" BOTTOM MATERIAL 2"x 8"x 16" PATIO BLOCK AT EACH PANEL JOINT AND CORNER FOR LEVELING, AT CONTRACTORS OPTION 3' 1 112 X I I/L x c•r 14 GA. GALVANIZED ANGLE CS606SA UNDISTURBED EARTH SHORT DECK BRACE ANGLE 2" x 2" x 31 1/2" 14 GA. GALVANIZED ANGLE CS70ODS LONG DECK BRACE ANGLE 1 1/2" x 1 1/2" x 55 1 /8" 14 GA. GALVANIZED ANGLE CS70ODL CARDINAL CRIMP TURNBUCKLE ANG 3/4" x 1 1/4" x 3/4" x 25 1/4" 11 GA. GALVANIZED CHANNEL DRIVE STAKE 1 1/2" x 1 1/2" x 18" 14 GA. GALVANIZED ANGLE CS608DS 6" CONTINUOUS CONCRETE COLLAR BEARING PLATE 7 1/2" x 4 1/2" x 12" 14 GA. GALV. ANGLE CS607BP NOTE: BACKFILL TO BE SAND, GRAVEL OR OTHER NON EXPANSIVE MATERIAL Q Z 2 W W O top g '-'s a Z J W U � w co ' - ~05g wZfY �aa� W Y J wzaw wi w>> m Q�wc = U N LU �a JZW Q(g� J o�FJ u23a �NQ odZo Q M Z MOLu tLd MA HFA 4c �iy�� H CD u� >Z N 5" FLANGE SLIDE ANCHOR SOCKET TOWARDS THE PANEL FACE TO THE FRONT OF THE SLOT WHEN MOUITING' 3 PIECE LADDER JIG iri PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR CODE OMPLIANCE SPOKANE VALLEY UIL ING DIVISION - - T^� - -.3- - 0-7 Z zI- APPROVED BY csU Se, 4 Ilul 6 1 Iv iE a!