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2006, 08-01 Permit App: 06002850 Pool Project Number: 06002850 Inv: 1 Application Date: 8/1/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 18 X 36 INGROUND SWIMMING POOL Contact: AITKEN,RANDY Address: 15812 E 16TH C-S-Z: SOKANE VALLEY,WA 99208 Setbacks:Front Left: Right: Rear: Phone: (509)921-5660 Group Name: Project Name: Site Information: ; Plat Key: 000000 Name: Range District: F Parcel Number: 45252.4701 Block: Lot: SiteAddress: 15812 E 16TH AVE Owner:Name: AITKEN,RANDY Address: 15812 E 16TH Location::CSV SOKANE VALLEY,WA 99208 Zoning: UR-3.5 Urban Residential 3.5 ,/,‘A``` Water District: Hold: ❑ Area: .00 Acres Width: 140 Depth: 160 Right Of Way(ft): 50 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: , ... war, _ A:. . .. . u 4mm. _ a .. _ _ ...: .ma..., ... .. Review Building Plan Review Released By: Originally Released: 8/1/2006 By: TMELBOU Landuse/Zoning/HE Conditions Released',By: Originally Released: 7/24/2006 By: MBASINGE Sewer Review Released By: Originally Released: 7/24/2006 By: amblake Permits: o Operator: AMB Printed By: AMB Print Date: 8/1/2006 Project Number: 06002850 Inv: 1 Application Date: 7/24/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: ,. . µ .. Permit Use: 18 X 36 INGROUND SWIMMING POOL Contact: DOUGLASS,HARLEY Address: 815 E ROSEWOOD AVE C-S-Z: SOKANE VALLEY,WA 99208 Setbacks:Front Left: Right: Rear: Phone: (509)487-9792 Group Name: Project Name: Site Information: 2,1r4V3RA-,VMS =- .. Q ,.. _. Plat Key: 000000 Name: Range District: F Parcel Number: 45252.4701 Block: Lot: SiteAddress: 15812 E 16TH AVE Owner:Name: AITKEN,RANDY Address: 15812 E 16TH Location::CSV SOKANE VALLEY,WA 99208 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: .00 Acres Width: 140 Depth: 160 Right Of Way(ft): 50 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: b a.. .m .iu ._ m . . ,u = - u, ..„ ..., ..: Review Building Plan Review Released By: + C Landuse/Zoning/HE Conditions Released'By: onid4d Sewer Review Released By Originally Released: 7/24/2006 By: amblake Building Permit Contractor: OWNER Firm: OWNER Phone: (000)000-0000 Operator: AMB Printed By: AMB Print Date: 7/24/2006 ,� Permit Center S ohne 11707 E Sprague Ave, Suite 106 PERMIT NUMBERS fir' Valle Spokane Vatey, WA 99206 _ Y (509}6 - 036 FAX: (509)688-0037 PERMIT FEE: Community Development www.s evio rc i \- i—. I _1.1 LJ) ' n Residential Construe J ,� . 106 o Nev v Construction o Accessory Bldg Permit Application D 0 o idition/Remodel ❑ Deck PP �`�� i ` I nen J� /dQ b / SITE ADDRESS ,/S---J/ Z 6. /C t_- Ave, foJ/ccs e V 5� f.+/ 72,277 ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building owner _Contractor. . Name: A..,/ I- 67-.4... A-4 e,. Name: j...,.«(1 11.14.„ Address: is-77 i c_ /4 - A,...,_, Address: /re/i C._ /c t•- 4,,._, City: Sf,/c,.,_ vx/ly r GVA Zip: %,e/7 City: lie,,E.,...,t V//7/ evil- Zip: 5-9 la? ?- Phone: re9Z,-f(c 0 Fax:(s o)) 'ii, - S(,, Ty Phone:(scj ?tr-nit, Fax: ([. ,j y lr- S'L r y O-ea ' 9.5-3 74-9- Lic No: .v/q Exp.Date: Contact Person_: City Business Lic No: Name: 4«...-bv. /'c (rs-t�,, Phone: V(i) Zr fi- l`f'3 Describe the scope of work in detail: Cost of Project: $ 71, rte. O O 1..rf- //; j-foe( wsv1, .ff , r / 1,1..4,,4 ivijre... -/ .�`"/ , i�. c /r•, l,La i/ / ,ow.-.1 6( . ,- / /ww, A._. 71y . . h 7is-IsC.v." , 25/4 Cc4 FT f 2, / fa o t-4Lc..on4 **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: ,v/4 If k Th ,v/,4 Ay-.4 MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: ,vJ�l� N1/ �i� N/. FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: ,v/,cj r/,- --1,74 PROPERTY: -7 #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? .„7,4$ 7' S;'ry t.e. DISCLAIMER 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 processed. i Signature Date -4-/2170 Method of Payment: (Faxed per it applications will only be accepted with major bankcard) 0 Cash 0 eck 0 Mastercard 0 VISA 0 Other Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 e Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000♦ Fax: 509.921.1008 ♦ cityhall@spokanevaltey.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 ❑ 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 , iillik 1885 State Street IIM Schenectady, New York 12304 Phone: (V1 ) 393-4767 Fax: (518) 393-3510 Void without s:��ature, .i--• al alor ermark. Not for u 'i a -r -e �' Ap Iica on . Issue No • .•.-,_.,1•' -ti t §1_ For Instal- '.n Addre,-Only:Randy Atln,1 12 E 16th Ave.,Spokane Valley,WA 99037 #M1 IJINHL PVL ?N 0 1 JVl.7 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 W., (unit weight of saturated soil) 135 Ib/ft3 (13 (soils interior angle of friction) 30 degrees Ka (lateral active soil coefficient) = tan2 (45-0/2) 0.333 yd (equivalent active unit weight of dry soil) = Ka Wd 35 Ib/ft3 ys (equivalent active unit weight of saturated soil) = va w 45 iartic3 yW (unit weight of water) 62.4 Ib/ft3 Ii (friction factor between soil and concrete) 0.45 Material Properties and Dimensions: Panels/Stiffeners/Channels E (modulus of elasticity) 29,000 k/in2 FY (minimum yield stress of cold-formed steel) 42,000 lb/in2 Fb (allowable bending stress of cold-formed steel) 25,150 lb/int Fb,plate (allowable bending stress of cold formed plate steel) 31,500 ib/in2 Ft (allowable tensile stress of cold-formed steel) 25,150 lb/in2 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 = hit) 3.0 ft d (nominal depth of stiffener) 5.0 in L (maximum brace spacing) 8.0 ft Se,s (section modulus of stiffener) 0.5973 in3 bs (maximum unsupported length between stiffeners) 10.0 ft Se,. (section modulus of channel) 0.6464 in3 Void without si,.nature, '='sed seal and color -termark. Not for use i A aster -e it pli.=:.ns. Schafer Engineering Associates Issue N. 2c •ir- n ate. O. 1• + For I - , „,�;••r - Oirklyr Ran 4. :12 E 16th Ave.,Spokane Valley,WA 99037 1 of 13 NJ t�.ARID'NA. POOL0i 0 1 EMS 5" Wide Flange, 42" High Steel Wall Panel A307 Steel Bolts Ft (tensile stress of the bolt) 20,000 lb/in2 Fy (shear stress of the bolt) 10,000 lb/int s (bolt spacing) 6 in db (bolt diameter) 0.3750 in Concrete Bond Beam P. (compressive strength of concrete) 2,500 lb/in2 t. (thickness of base pour) 6 in ww (width of base pour) 2.5 ft y. (unit weight of concrete) 145 Ib/ft3 am (moment arm) See Calculations Angled Braces/Rods Fy (minimum yield stress of steel) 36,000 lb/in2 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 Lr (maximum length of rod) 19 in dr (rod diameter) 0.625 in rr (radius of gyration of rod) 0.1563 in k (effective length factor) 1.0 Analyses: 1. General Panel Configuration Eo_ Eo. EO ,. 8'-0"XPANEL I 4 E0. , E.O 6.-0" PANEL ..rr 4'-0" PANEL 5 0" -.5' WALL PANEL Void wi gnatur- -ised eal an co•r -tern ul Not for i M to it II ti„ Schafer Engineering Associates Issue -- 4.Ira 1 Da .zii .r, For Instal- -on Add s Only:Randy .k en, 5812 E 16th Ave.,Spokane Valley,WA 99037 2 of 13 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 /\\\ \\j\\\, - _c Pd Pw _3 ii: 2 35 x 3.5 yd x h2 Total lateral dry soil load [Pd] = 2 = 2 = 214.38 lb/ft yW x hw2 62.4 x 3.0 2 Total lateral water load [PW] = 2 = = 280.80 lb/ft 2 Total lateral load per unit length [P] = PW- Pd = 280.80 -- 214.38= 66.43 lb/ft P 66.43 2 Approximate distributed panel load [PA = h = = 18.98 Ib/ft 3.5 B. Saturated Backfill, Pool Full 7 — s Pw _c ‘• ii.. y5 x h2 45 x 3.5 2 Total lateral saturated soil load [P5] = 2 = = 275.63 lb/ft 2 Total lateral load per unit length [P1 PW - P. = 280.80 — 275.6 = 5.18 lb/ft P 5.18 2 Approximate distributed panel load [Pnet] = = = 1.48 lb/ft h 3.5 Void without ignatur- ased seal and col. watermark. Not for use e` Maste - mit pp ions Schafer Engineering Associates Issue .2 ' •�d,o�Dat : / • #7 3 of 13 Forl ';,,..0,- n : dyt -.,15812 E 16th Ave.,Spokane Valley,WA 99037 • in • LHIIMCIRi1VKL f^'VVL o Lire" j I CIV1j • 5" Wide Flange, 42" High Steel Wall Panel C. Dry Backfill, Pool Empty (See Material/Installation Assumptions) Pd Total lateral dry soil load [Pa] =214.38 lb/ft Pd 214.38 2 Approximate distributed panel load [Pnet] = = = 61.25 Ib/ft 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.) Largestnsuppo/ted 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 he 2 35 x 3.0 2 P' = 2 2= = 157.50 lb/ft p' 157.50 Approximate distributed panel load [P'net] = = = 52.50 lb/ft2 her 3.0 2 2b4 2 52.50 x 3.02 x 4.0 Actual bending stress [fb] = 122 2 2 2 2ta ((hheell +b42) 2 x 0.0785 x ( 3.0 + 4.0 ) [fb] = 24,536.49 Ib/int Fb 31,500 F.O.S. = _ = 1.28 > 1.0 OK fb 24,536.49 Void without si• ature, 1--• seal and color termark. Not for -in/aster a it A pli • i• s. Schafer Engineering Associates Issue No 5, ••i - i n e: •• 9 For I • I 0 • a.•a 12 E 16th Ave.,Spokane Valley,WA 99037 4 of 13 c+A1VIIrAL TOOL 0 T 011 IVI.7 5" Wide Flange, 42" High Steel Wall Panel 4. Radial Panel Analysis: (Tensile hoop stress. Load Condition 2c governs and modified lateral distributed panel load [P'.t] from Section 3 applies.) 131 net Actual Tensile Stress [ft] = SIDE tp FOOL FILL SIDE 52.50 x 15 x (112) P„e, ft = = 835.99 lb/int 0.0785 Ft 25,150.00 R tF.O.S. = _ = 30.08 > 1.0 OK ft 835.99 5. Bending along Vertical Axis at Vertical Stiffener:(See Calculation Assumption a.) 6' WIDE PANEL t 6'-0" FLANGE 7f11111 Mt , Lc, in .... tp=0.072 XI 3'-0" 3'-0" --g j VERTICLE 'Z' WEB ORIENTATION FLANGE =1.125 P' BRACEBRACE POINT 6'-0" POINT Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.) Maximum bending moment [M5] = 9 3 ( 25 + 2 ) 2 x 157.50 x 3.0 10.0 3.0 M. = ( + ) = 394.04 ft-lb 9V 2 2 394.04 x 12 Actual bending stress [fb] = Ms = = 7,916.46 lbrn2 Se,s 0.5973 25,150 Fb = 3.18 > 1.0 0K F.O.S. = f =b b 7,916.46 Void witho ignati sea td •0 o watermark. Not for r st �PPIi to . Schafer Engineering Associates Issue , ai DW: 6• .. •' For Install 'on Ad. - Only:Randy fken,15812 E 16th Ave.,Spokane Valley,WA 99037 5 of 13 VHRVtVML 0'POOL nv0 VS 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.) / Ptop -ISI x FLANGE FLANGE=1.25 A =1.25 \ r----1WEB � o Pbot o II Q P73 CHANNEL X-SECTION BRACEBRACE POINT 8 -o POINT PLAN Modified lateral soil (P')from Section 3 applies: (Load Condition 2c governs.) P' 157.50 2 Load along the channel [RA = = = 52.50 ib/ft 3 3 2 PtoP LC 2 52.50 x 8.0 Maximum bending moment [Mc] = _ = 420.00 ft-lb 8 8 fb = M° 420.00 x 12 2 = 7,797.03 lb/in2 _e,c 0.646 Fb 25,150 F.O.S. = = = 3.23 > 1.0 OK fb 7,797.03 Void without- •natur-, 'sed al h i r termark. Not for u/- M• er Pei ' • • si tASchafer Engineering Associates Issue N . : •.6. •iratio ate. 06/ 9/071 For Installat•n Add -' Only:Randy A n,15812 E 16th Ave.,Spokane Valley,WA 99037 6 of 13 • tMRDINAL POOL SN'STEMS 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.) /\ \/ b 6 c� U VVC � 0 /Om1 / — (WC/2)+ C E Mresist = Keck + Moon = Pb ami + Pc amt = Wd heff Wc amt +7c tc Wc amt = 105 x 3.0 x 2.5 x 1.67 + 145 x 0.5 x 2.5 x 1.67 = 1,614.58 ft-lb �- yd x h 2 E MOT = Msoil = Pd am2 = amz 2 2 35 x 3.5 3.5 = x 2 3 250.10 ft-lb E IsAn.st 1,614.58 F.O.S. = _ = 6.46 > 1.5 OK E MOT 250.10 Void without si.' ature, -iced --al colo termark. Not for'u >i p as er •e '1 A••1' io . Schafer Engineering Associates Issue No ' O 4.' -ti Bat • For r lati..r•d•r->- Only:Randy At n,1 12 E 16th Ave.,Spokane Valley,WA 99037 7 of 13 • trARDINHL r J'JL s 17!CIYtj 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.) �—� Pd a) 44 oie WcyPc (Pb + Pc )u E Resist = µ(Pb + P.) = µ(Wdhefwc +ye tc wc) = 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 2 35 x 3.5 2. = 214.38 E 435.94 F.O.S. = _ = 2.03 > 1.5 OK E Psliding 214.38 Void without sir ature, iszd sal a • •Ior termark. Not for u - p a r r9J'i�Iica •n Schafer Engineering Associates Issue NO..-,74r4, ' -t t I%t '. For Insta • •o Add -- Only:Randy Atk n,1 12 E 16th Ave.,Spokane Valley,WA 99037 8 of 13 VHRVIIMLI'JIJLjij1CIVI 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.) P _ B BPS N �o ONG ANGLE i� 1 1/2" x 1 1/2" x 44" 11 GA. GALVANIZED ANGLE P _ LATERAL LOAD DIAGRAM ADJUSTABLE and STATIONARY AFRAME ASSEMBLY A.) Compression Analysis: (Load Condition 2a governs.) p 66.43 Max force at brace level [Pi] = 3 L = 3 8.0 = 177.13 lb Axial Compression Force [P..] = P1 = p' = 177.13 = 371.23 lb cos 8 COS ( 61.5 ) 0.4772 P. 371.23 Actual axial stress [fa] _ _ = 1,072.91 1b/in2 Aa 0.346 kLa 1.0x44 _ = 148.4 Cc = 126.1 Fa = 6.781 ra 0.2965 Fa 6.781 F.O.S. = fa = 1.0729 = 6.32 > 1.0 OK Void without sW ature, •i.-• eal •id color 0-termark. Not for u I aster•e it A plic-tio Schafer Engineering Associates Issue No ' ty •i�-ti .-: +• • I � 9of13 Fort _r, s. - On fant, ' �-n;"19s12 E 16th Ave.,Spokane Valley,WA 99037 Schafer Engineering Associates Title: Cardinal Pools Job#N/A . 1885 State Street Dsgnr: SEA Date: • Description:5"Wide Flange,42"High Wall Panel Schenectady, New York 12304 Phone: (518)393-4767 Scope: N/A Fax: (518)3933510 LRev: 510300 ! Page 1 User.KW-0603794,Ver 5.1.3,22-)un-1999,Win32 Built-Up Section Properties (c)1983-99 ENERCALC ... i: .ro'ects ools s03-998 cardinal ools 2003 Description Properties of Angle Calculation General Information Type... X cg Y cg #1 Rectangular Height 0.120 in Width 1.500 in -0.690 in -0.750 in #2 Rectangular Height 1.380 in Width 0.120 in 0.000 in 0.000 in Summary Total Area 0.346 int Ixx 0.08 in4 r xx 0.466 in 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 1 Datum Center of Gravity Center of Gravity m 13SKI.S-X 1,3(g)((,SK©,i2 —69 oyN63 10 of 13 1 Z 1. = O off;l x S, jn03 1- 0,0101 X cis (ot o) ®rDyy4z S, 4 /I�0 Z �� '- 0,o � OL(Z_ 1* 1 pr°zP"L 0.2 r S- • 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.) 157.50 Max force at brace [P,] = 3 Lc = 3 8.0 = 420.00 lb P, P1 420.00 Axial Tension Force [Pam] = _ _ = 880.21 lb COs 9 cos (61.5) 0.4772 P.A 880.21 2 Actual axial stress [fa] = = = 2,543.96 Ib/in Aa 0.346 21.600 F.O.S. = Fa = = 8.49 > 1.0 OK fa 2.5440 Void without s',nature seal a d color P.termark. Not for u - i aster e it A pli : i•ns. Schafer Engineering Associates Issue N. r•• ' �' E n -e: 1:+1 V. For Ins.-I r=1.14-04011c On .Ra . .r er 1812E 16th Ave.,Spokane Valley,WA 99037 11 of 13 V t'i,MrwR4ML rJIJL j I j I CIVij 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.) *v paxa 371.23 = 1,210.01 lb/int , Actual axial stress [fa] = _ Al 0.3068 • TURNBUCKLE CO \ THREADED ROD k L, _1 x 19 = 121.6 Cc = 126.1 rr 0.15625 Fa = 10.05 �' 5/8"e — 19" A307 .'10,0, Fa = _10.05 _ TURNBUCKLE and THREADED ROD F.O.S. = fa 1.2100 8.31 > 1.0 OK AFRAME ASSEMBLY B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P']from Section 3 applies.) pax, 880.21 Actual axial tensile stress [ft] = = = 2,869.04 ib/int A, 0.3068 Ft 21.6 F.O.S. = ft = 2.8690 = 7.53 > 1.0 OK 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.) P. 880.21 Actual bolt shear stress [fv] = = = 7,969.55 lb/int Ab 0.1104 Fy 10,000 F.O.S. = fy = 7,969.55 1.25 > 1.0 OK B.) Check Bolt Tension Stress: (Load Condition 2c governs and modified lateral distributed panel load [P'.t]from Section 3 applies. Refer to Section 4 of radial panel analysis.) Maximum tensile force [T] = P'..t R = 52.50 x 15 = 787.50 lb/in of panel depth 787.50 x 6 x (1/12) Actual bolt tensile stress [ft] = T S = = 3,565.07 lb Ab 0.1104 Ft 20,000 F.O.S. = ft = 3,565.07 5.61 > 1.0 OK Void witho 1. signat - raised seal and color watermark. Not for us fin Mas - 'e ' Ap•',-tio Schafer Engineering Associates Issue' �.,'. a"rati'n Date: ' /07 For = 7,A =O R:;: 15812E 16th Ave.,Spokane Valley,WA 99037 12 of 13 V • VM I UIIYHL C�`VVL i j 1 CIYI.7 5" Wide Flange, 42" High Steel Wall Panel Material/installation Assumptie+nc 1. 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 Ligt consider the existence of expansive or adobe-type soils, high groundwater table conditions, or adjacent uncompacted soil fill conditions. If existing site coil conditions dictate a different nr 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. Walt 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 without 't nature '='sed seal and color -termark. Schafer Engineering Associates Not for u e - aster - it •ppli":fipns. Issue N • - .on Date $i 1- $ 13 of 13 For -4._ :. ,• , 6 I.An, •' , 5812 E 16th Ave.,Spokane Valley,WA 98037 SPECIAL CONSTRUCTION SECTION 3106 3108.4.1 Dead load.Towers shall be designed for the dead MARQUEES load plus the ice load in regions where ice formation occurs. 3106.1 General.Marquees shall comply with this section and 3108.4.2 Wind load.Adequate foundations and anchorage other applicable sections of this code. shall be provided to resist two times the calculated wind 3106.2 Thickness.The maximum height or thickness of a mar- load. quee measured vertically from its lowest to its highest point 3108.5 Grounding. Towers shall be permanently and effec- shall not exceed 3 feet(914 mm)where the marquee projects tively grounded. more than two-thirds of the distance from the property line to the curb line,and shall not exceed 9 feet(2743 mm)where the marquee is less than two-thirds of the distance from the prop- SECTION 3109 erty line to the curb line. SWIMMING POOL ENCLOSURES AND 3106.3 Roof construction.Where the roof or any part thereof SAFETY DEVICES is a skylight,the skylight shall comply with the requirements of 3109.1 General. Swimming pools shall comply with the re- Chapter 24. Every roof and skylight of a marquee shall be quirements of this section and other applicable sections of this sloped to downspouts that shall conduct any drainage from the code. marquee in such a manner so as not to spill over the sidewalk. 3109.2 Definition.The following word and term shall,for the 3106.4 Location prohibited. Every marquee shall be so lo- purposes of this section and as used elsewhere in this code,have cated as not to interfere with the operation of any exterior the meaning shown herein. standpipe,and such that the marquee does not obstruct the clear SWIMMING POOLS.Any structure intended for swimming, passage of stairways or exit discharge from the building or the recreational bathing or wading that contains water over 24 installation or maintenance of street lighting. inches(610 mm)deep.This includes in-ground,above-ground 3106.5 Construction. A marquee shall be supported entirely and on-ground pools;hot tubs;spas and fixed-in-place wading from the building and constructed of noncombustible materi- pools. als. Marquees shall be designed as required in Chapter 16. 3109.3 Public swinuning pools.Public swimming pools shall Structural members shall be protected to prevent deterioration. be completely enclosed by a fence at least 4 feet(1290 mm)in height or a screen enclosure. Openings in the fence shall not permit the passage of a 4-inch-diameter(102 mm)sphere.The SECTION 3107 fence or screen enclosure shall be equipped with self-closing SIGNS and self-latching gates. 3107.1 General. Signs shall be designed, constructed and 3109.4 Residential swimming pools. Residential swimming maintained in accordance with this code. pools shall comply with Sections 3109.4.1 through 3109.4.3. Exception:A swimming pool with a power safety cover or a spa with a safety cover complying with ASTM F 1346. SECTION 3108 3109.4.1 Barrier height and clearances. The top of the RADIO AND TELEVISION TOWERS barrier shall be at least 48 inches (1219 mm) above grade 3108.1 General. Subject to the provisions of Chapter 16 and measured on the side of the barrier that faces away from the the requirements of Chapter 15 governing the fire-resistance swimming pool.The maximum vertical clearance between ratings of buildings for the support of roof structures,radio and grade and the bottom of the barrier shall be 2 inches(51 mm) television towers shall be designed and constructed as herein measured on the side of the barrier that faces away from the provided. swimming pool.Where the top of the pool structure is above 3108.2 Location and access. Towers shall be located and grade, the barrier is authorized to be at ground level or equipped with step bolts and ladders so as to provide ready ac- mounted on top of the pool structure,the maximum vertical cess for inspection purposes. Guy wires or other accessories clearance between the top of the pool structure and the bot shall not cross or encroach upon any street or other public tom of the barrier shall be 4 inches (102 mm). space,or over above-ground electric utility lines, or encroach 3109.4.1.1 Openings. Openings in the barrier shall not upon any privately owned property without written consent of allow passage of a 4-inch-diameter(102 mm)sphere. the owner of the encroached upon property, space or 3109.4.1.2 Solid barrier surfaces.Solid barriers which above ground electric utility lines. do not have openings shall not contain indentations or 3108.3 Construction.Towers shall be constructed of approved protrusions except for normal construction tolerances corrosion-resistant noncombustible material. The minimum and tooled masonry joints. type of construction of isolated radio towers not more than 100 3109.4.1.3 Closely spaced horizontal members. feet(30 480 mm)in height shall be Type IIB. Where the barrier is composed of horizontal and vertica- 1 3108.4 Loads.Towers shall be designed to resist wind loads in members and the distance between the tops of the hori- accordance with TIA/EIA-222.Consideration shall be given to zontal members is less than 45 inches (1143 mm), the conditions involving wind load on ice-covered sections in lo- horizontal members shall be located on the swimming calities subject to sustained freezing temperatures. pool side of the fence. Spacing between vertical mem- 558 2003 INTERNATIONAL BUILDING CODE® SPECIAL CONSTRUCTION bers shall not exceed 1.75 inches (44 mm) in width. cepted so long as the degree of protection afforded Where there are decorative cutouts within vertical mem- is not less than the protection afforded by Section bers, spacing within the cutouts shall not exceed 1.75 3109.4.1.8,Item 1 or 2. inches(44 mm)in width. 3109.4.1.9 Pool structure as barrier.Where an above- 3109.4.1.4 Widely spaced horizontal members.Where ground pool structure is used as a barrier or where the the barrier is composed of horizontal and vertical mem- barrier is mounted on top of the pool structure, and the bers and the distance between the tops of the horizontal means of access is a ladder or steps, then the ladder or members is 45 inches (1143 mm) or more, spacing be- steps either shall be capable of being secured,locked or tween vertical members shall not exceed 4 inches (102 removed to prevent access,or the ladder or steps shall be mm).Where there are decorative cutouts within vertical surrounded by a barrier which meets the requirements of members, spacing within the cutouts shall not exceed Sections 3109.4.1.1 through 3109.4.1.8. When the lad- 1.75 inches (44 mm)in width. der or steps are secured,locked or removed,any opening created shall not allow the passage of a 4-inch-diameter 3109.4.1.5 Chain link dimensions. Maximum mesh (102 mm)sphere. size for chain link fences shall be a 2.25 inch square(57 3109.4.2 Indoor swimming pools. Walls surrounding in- mm square) unless the fence is provided with slats fas door swimming pools shall not be required to comply with tened at the top or the bottom which reduce the openings Section 3109.4.1.8. to no more than 1.75 inches(44 mm). 3109.4.3 Prohibited locations.Barriers shall be located so 3109.4.1.6 Diagonal members. Where the barrier is as to prohibit permanent structures, equipment or similar composed of diagonal members,the maximum opening objects from being used to climb the barriers. formed by the diagonal members shall be no more than 1.75 inches(44 mm). 3109.5 Entrapment avoidance.Where the suction inlet sys- tem,such as an automatic cleaning system,is a vacuum cleaner —_.3109.4.1.7 Gates.Access gates shall comply with the re- system which has a single suction inlet,or multiple suction in- quirements of Sections 3109.4.1.1 through 3109.4.1.6 lets which can be isolated by valves, each suction inlet shall and shall be equipped to accommodate a locking device. protect against user entrapment by an approved antivortex Pedestrian access gates shall open outward away from cover, a 12-inch by 12-inch (304 mm by 304 mm) or larger the pool and shall be self-closing and have a self-latching grate,or other approved means. device. Gates other than pedestrian access gates shall In addition,all pools and spas shall be equipped with an al- have a selflatching device. Where the release mecha ternative backup system which shall provide vacuum relief nism of the self latching device is located less than 54 should grate covers be missing.Alternative vacuum relief de- inches (1372 mm) from the bottom of the gate, the re vices shall include one of the following: lease mechanism shall be located on the pool side of the gate at least 3 inches(76 mm)below the top of the gate, 1. Approved vacuum release system. and the gate and barrier shall have no opening greater 2. Approved vent piping. than 0.5 inch(12.7 mm)within 18 inches(457 mm)of the 3. Other approved devices or means. release mechanism. 3109.4.1.8 Dwelling wall as a barrier.Where a wall of a dwelling serves as part of the barrier,one of the following shall apply: 1. Doors with direct access to the pool through that wall shall be equipped with an alarm which pro- duces an audible warning when the door and its screen are opened.The alarm shall sound continu- ously for a minimum of 30 seconds immediately after the door is opened and be capable of being heard throughout the house during normal house- hold activities.The alarm shall automatically reset under all conditions.The alarm shall be equipped with a manual means to temporarily deactivate the alarm for a single opening.Such deactivation shall last no more than 15 seconds. The deactivation switch shall be located at least 54 inches (1372 mm)above the threshold of the door. 2. The pool shall be equipped with a power safety cover which complies with ASTM F 1346. 3. Other means of protection, such as self-closing doors with self-latching devices, which are ap- proved by the administrative authority,shall be ac- 2003 INTERNATIONAL BUILDING CODE@ 559 —am]) v.v.sm.,1_71/ 0 iii ----; --- A -,...,„„..., . ____ 4..)y+-r) ._.,._ ,._ 4 -,-(..:_iq __I . ---- ,..,,,,-,-0.7 .1w1/1,1 1 1 -1-71 4?_1. ,+-,,-,,„,,, ,,,;? - — D U 1 0.414'` --2,,,,,7!)1 I i (191 _..- _ I I i •6/1\ JI It ',II ik F-1 I 1 11 101 o 1 C I ..______----- A -\',-- 0 1( '((11 \ _ /A LI 9..I 3 `A.1 . i v . , 16' . g' 4 8' 4' . • 8 , 4, / g� • —4'. I 8' 4 4'— g • 8' / .\ s' / \ / \ , / \ 34' 3 D - / i \ - 34' 14' / \ 8' i 8' / 1 8' 1 PLASTIC • STEP1, -L 8' • 10' • 1 1 • 2. r r II 8' 4' .� 3'--4` F--- AREA - 544 SQ. FT. PERIMETER = 100.-0" -NOTE- c Ie SYSTEMS )s NOT IiesPcsmetF POP the mum Ola SPECIF(0 TOOtNs r1US .TLb oN CARDINAL SYSTEMS • TIS DMWIuc.THEY Si10uD BE VOWED ET THE UNNR N�NNMAGTURER BE SURE THEY IIN01 isn er,e1 c. Isco)>atr�>ss N S P.1 AIW A N.S.I STN 12b OS BQ �/ nE SHa r nw iF Otw c 8 AOS s�inw.~A.►w 014./261=316110 .,c CR SUDS ARE 10 BE USED*T$T POOLS �E CQJ ULT MC IE BEs INSTa11CFIONs rc' —T AND NE WTNON& SPA AND NM INSTITVtCS NNNIAM►S�ANO*DS PRIOR TO INSTAWNG WHIG -- �/0�06 1 b x 34' f 90AR05 OR 5tI ON)NESE COOIL FOR MF00I4MIQN CONDhbdNC SPI YINWUN STANIVIES.MRITE 0°x3 -1'. RECTANGLE NARINu SPA AND COOL Adt(TUTE,21 II BSENHOUER AVENUE,ALt71ANOIM.1A 223)4 (703)631-0063 , L SCPMH 101 STAIRWAYS: Minimum width 36 in. with min. tread run of 10 in., max. rise of 7 3/4 in. &nosing of%-1 1/4 in. Min. 6 ft. 8 in. headroom. Enclosed usable space under stairways requires 1 hour fire protection of 1/2 in. GWB HANDRAILS: Height of 34-38 inches when required by four or more risers shall be continuous the full length of stairs with the ends returned or rounded.LANDINGS:Required min.width of 36 in. or width of stairway and 36 in.travel distance STRUCTURAL P.E. REVIEW SEAL VOID WITHOUT SIGNATURE AND RAISED SEAL (NOT FOR USE IN MASTER/BULK PERMIT APPLICATIONS) /1/7ISSUE*:26-4351 TE:07/24/06 EXPIRATION DATE:06/19107 SEAL IS APPLICABLE FOR INSTALLATION ONLY: Randy Atken 15812 E.16th Ave. Spokane Valley,WA 99037 STRUCTURALLY COMPLIANT WITH THE BOCA(19991;SBCCI(1999),NSPI-5(1995) UBC(1997),AND NATIONALLY ACCEPTED IBC/IRC(2000/2003)CODES • 18' - 6' 6' • 4' N • f/ 4' ' . / • • 8' 2' IN POOL .1 I I • LADDER I • I • 2' —4' I 10' - 7. 4'---- 6' • • -k 6 / • ' \ $, I l t \ 1 K.— / \ 37 / \ / i _X 36' 6• / \ 14' 36' / • \ / 1 8' / \ 6' / ris 1 3'-6" • 8' ..,C.-\\T . 12' 4' • • 9'•CORNIER STEP "( 3'=6"X $I SWlmfiech•drSI>�il11�1 . '� 3'-4" 1fti Qi Rooutes 390/191 -• ` . Cresco,PA 183264769 * - - AREA = 648 SQ. FT. • PERIMETER = 109'-1 3/4" _ —NOTE— CARDINAL SYSTEMS IS NOT RESPOWEILE.FDR THE INTERKIN•DIG SPECF1CAT1ON5 ILLUSTRVED ON CARDINAL SYSTEMS THIS DRAWING. THEY SHOULD BE•VERIFIED BY THE LINER MANUFACTURER To BE SURE THEY MEET 250.Ia.61 a OM UR-4M N.S.P.1 AND A.N.S.I STANDARDS WARMING — DO NOT DME IN THE_SHALLDEt END. IF OMC BOIATIOS soumlau.61114/1.0A Tam 5ee-1710 Na. OP. S111KG ARE TO BE USED {THESE POOLS PLEASE CONSULT THE MANUFACTURE'S INSTRIWTMS atr<.7/•12fa6 18' X 38" —� AO THE NATION*L. SPA ANO POOL, IHS'ITTUTE'S )04IATUM MAW= PRIOR TO w5TA11uNG ONNIG BOARDS OR SLIDES ON THESE POOLS. FOR INFORMAVON cot +ENO NSPI MINIMUM STANDARDS, WRTtL r 3f 16 =1' RECrArtGL NATIONAL SPA MO Pool IMSTTTIlTE, 2111 EISENHOWER AVENUE,ALExNrDTtIA,VA 22314 (703) 8S8-0fiB3 'm p* LR W0E SWIMT593 f 1 STRUCTURAL P.E. REVIEW SEAL VOID WITHOUT SIGNATURE AND RAISED SEAL , \ A it/itki) (.t, ,,/ \Sc./i.f Al ti ISSUE#:26-4351 DATE:07114106 EXPIRATION DATE: 09130107 SEAL IS APPLICABLE FOR: Randy Atken 15812 E.16th Ave. Spokane Valley,WA 99037 STRUCTURALLY (1999); (1995), UBC(1997),AND NATIONALLY ACCEPTED (2 0012003)CODES p N (\Z %%707 A\ rAiii----AK, .:\ �- _ C ln0Or 7 1 rOOr O D 5 m �moy D I?minz C) ____.. _ _ Zomax= Z v colo .v m Z=r-� "mDM 0 m (, rn _ 2317 n cm C) N STRUCTURAL P.E. REVIEW SEAL VOID WITHOUT SIGNATURE AND RAISED SEAL (NOT FOR USE IN MASTER!BULK PERMIT APPLICATIONS) X1 ` 1 /1/1-41/ (-) \ ft ISSUE:26-4351 DATE:07/24/06 EXPIRATION DATE:06/19/07 SEAL IS APPLICABLE FOR INSTALLATION ONLY: Randy Atken 15812 E.16th Ave. Spokane Valley,WA 99037 STRUCTURALLY COMPLIANT WITH THE BOCA(1999);SBCCI(1999),NSPI-5(1995) UBC(1997),AND NATIONALLY ACCEPTED IBC/IRC(200012003)CODES L 2'_6"3 4" THK. CONCRETE UNDISTURBED EARTH ALUMINUM COPING DECK, SLOPE 1/4" PER FT. AWAY FROM POOL. • •aa • • : . \/\ SHORT DECK BRACE ANGLE 14 GA. GALVANIZED ' • • • _____ ,j 2" x 2" x 31 1/2" �� �, 14 GA. GALVANIZED ANGLE J STEEL WALL PANEL �`-W-WO��W��.7 / / CS700DS Q z . 1111 • • \ \\ W O :i12 kcf1(1(1F ° ri LONDECK BRACE ANGLE° i \\/ 1 / " / "•V 14 GA. GALVANIZED ANGLE W N a �-. W - (1) BOLT IN ALL HOLES \.�`�`���� `� / CS700DL Q pO g OF INSIDE ROW(NEXT TO \ellter1004rote� A 41...z . \ 3 ` \ i�R POOL) AS A MINIMUN °:�'! ^up. �1 X0 \\ \\ W Ga M�4 *140.40,0/0 .��.�� / / CARDINAL CRIMP TURNBUCKLE ANGLE J �-�, 3'-6" ° . % / 3/4" x 1 1/4" x 3/4' x 25 1/4" 5 .1E5 _ d< LU���� �� I����� 11 GA. GALVANIZED CHANNEL J _ w=Y3a4 USE 2nd SET OF HOLES • .,f F- CP. A 1 9 w A s u TO ATTACH PLASTIC COMPONENTS ° ►j..�.o Alai ,...,^. a QN w c N ~a (STEPS, SWIM OUT, ETC.) !BVI• ����• \/ DRIVE STAKE -1211 � , W� Y;Q ^-...., ,\-4-0.;•.140.,:f / 1 1/2" x 1 1/2- x 18" 01--, a F z O -1 40 ; tic 14 GA. GALV NIZED ANGLE ._A Q o a y z 4 / Y4 20 Oz . Imii ...,,, A.--c ian • t •\\/\ \2" BOTTOM \ J � i- I- M y It • MATERIAL � Ate \/ \ O Hp 5'� \ \ \ i' CONCRETE COLLAR O O� X114, Ah4 t_ BEARIIPLATE ;? SHORT ANGLE 7 1/2" 4 1/2" x 12" '- '-a; 2"x 8"x 16" PATIO BLOCK 1 1/2" x 1 1/2" x 24" 14 G LV. ANGLE y AT EACH PANEL JOINT 14 GA. GALVANIZED ANGLE CS60 ;V' AND CORNER FOR CS606SA -- LEVELING, LEVELING, AT ,L; CONTRACTORS OPTION NOTE: BACKFILL TO BE SAND, GRAVEL` ; ` ;~=; I OR OTHER NON EXPANSIVE MATERIAL ,-- .,:.•., Co 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 FREVILWH = FOR CO E COMPLIANCE SPO ,i�NE VALLEY ILDIN DIVISION 'ROVIDE D -GRAMS AND E NE, 'ING LAYOUTS FOR ROOF • SSES, BEAMS AND FL•OR SY._ MS PRIOR TO FRi\r,. ;;1G INSPECTIONS HESE PLANS MUST B KEPT ON THE JOB SI 'E THIS B ILDT ON SUBJECT O RECTIONS TO FIELD I :P CTION FOR OCE ,MPLiANGE -OK,4NE VALLE BUIL.Ir .. PivlSION TNl '( _1