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2006, 07-26 Permit App: 06002904 PoolProject Number: 06002904 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 7/26/2006 Page 1 of 2 Project Information: Permit Use: 32 X 16 POOL, 4' DEEP ABOVE GROUND Contact: POOL TIME NORTHWEST Address: 2021 N WOODRUFF C - S - Z: SPOKANE WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 926-8092 Group Name: Site Information: Project Name: Plat Key: 000000 Name: Range District: F Parcel Number: 45174.2213 Block: Lot: SiteAddress: 505 N FELTS RD Owner: Name: WIGEN, H J/PEDERSEN Address: 505 N FELTS RD SPOKANE VALLEY, WA 99206-38 Location:: CSV Zoning: UNKN Water District: Area: 1,771.00 Acres Unknown Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: JAA. Landuse/Zoning/HE Conditions Released Byaia2taLL icto Sewer Review Perm its • JT ec&if� ✓ -` 2 _ OOMM�rEaq i ° 4/1161 / �6 -flvin OF -4-4 Op wr YOp Operator: AMB Printed By: AMB Print Date: 7/26/2006 Project Number: 06002904 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 7/26/2006 Page 2 of 2 Swimming Pool Contractor: POOL TIME NORTHWEST Firm: POOL TIME NORTHWEST Address: 2021 N WOODRUFF RD Phone: (509) 926-8092 SPOKANE WA 99206 • Item Description SWIM POOL > 5000 GAL WSBCC SURCHARGE Notes • Units Unit Desc 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $50.00 $4.50 RECEIV$54^.-50 SPOVCA TMOF DEP .ENT DEVELOPMENT Payment Summon':U,�S$JJ` Permit Type Fee Amount Invoice Amount Amount Paid Amount Owino Swimming Pool $54.50 $54.50 $0.00 $54.50 $54.50 $54.50 $0.00 $54.50 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 7/26/2006 ,2%\.� Permit Center. 11707 E Sprague Ave, Suite 106 bailey Spokane Valley, WA 99206 Spoane /G% w, (509)688-0036 FAX: (509)688-0037 Community Development *ww.spokanevallev.orz.com Residential Construction Permit Application PERMIT NUMBER: agbq PERMIT FEE: 5'f. SO All Pe o New//(ion�jss�truction o Additio&& d 1 o Other: Above - SITE ADDRESS Sos N , Fe(fS RAI o Accessory Bldg o Deck • /ounr1 'f ` Pool- SITE ooL ASSESSORS PARCEL NO: LEGAL DESCRIPTION: n p I 1 L3 s 86' L dJ Building owner . ... ....., . . D 1 e A PyrSer\.. __ Name: ie-k11te \ Address: SOS N ,.Fe *S City' G' Ca4e UAI Ie j Zip: c ci ZQ Phone: 19-^ 3 7? 3 Fax: Contact Person - Name: G t` - \\C ePaerCP.rr V Phone: (As Li. - 3 an tax -i l� Quit I - Catam_ '71)1 e 17// irAt� 1a- Descrl e the scope of work in detail: an . Cost of Project: X-r\SikAk Lit oLionv-2couvv( pavLJ (33-xHO\ /12o eft Fr o/ 3 6� 6,4.4 .Contractor. 2 :. Name: Rt to LC_ - Po o. Ti M -Q NO lila uveSf +L Address: lo al VC1086,4 CI ! . c u� City: 6pr$o ne icat € p Z p: clC l 2.0 LI Phone:Ctt o 2 t L Fax: Lic No: Exp. Date: a City Business Lic No: (,1 T 4t bo D S UI **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG: 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON 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 applicatiorcan be processed. Signatu(e c�tn�a Date -O(0 Method of Payment: (Faxed permit applications will only be accepted with major bankcard) 0 Cash 0 Check ❑ Mastercard 0 VISA Bankcard #: Expires: VIN#: Authorized Signature: REVISED 8/252005 ❑ Other €( l PLANNING DEPT. APPROVED B Si DATE: -3I2Opp • Lr 1 Is' Ex;sfin 1' N. cl Z� 1 3 P1 aA. 7414F D4-1-fe4. waY1.13 o 31‘\ Quaff c p -z-SNo ') ikdur,c'Se 49 East,W.H' 505 N. SPECIAL CONSTRUCTION SECTION 3106 MARQUEES 3106.1 General. Marquees shall comply with this section and other applicable sections of this code. 3106.2 Thickness. The maximum height or thickness of a mar- quee measured vertically from its lowest to its highest point shall not exceed 3 feet (914 mm) where the marquee projects 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- erty line to the curb line. 31063 Roof construction. Where the roof or any part thereof is a skylight, the skylight shall comply with the requirements of Chapter 24. Every roof and skylight of a marquee shall be sloped to downspouts that shall conduct any drainage from the marquee in such a manner so as not to spill over the sidewalk. 3106.4 Location prohibited. Every marquee shall be so lo- cated as not to interfere with the operation of any exterior standpipe, and such that the marquee does not obstruct the clear passage of stairways or exit discharge from the building or the installation or maintenance of street lighting. 3106.5 Construction. A marquee shall be supported entirely from the building and constructed of noncombustible materi- als. Marquees shall be designed as required in Chapter 16. Structural members shall be protected to prevent deterioration. SECTION 3107 SIGNS 3107.1 General. Signs shall be designed, constructed and maintained in accordance with this code. SECTION 3108 RADIO AND TELEVISION TOWERS 3108.1 General. Subject to the provisions of Chapter 16 and the requirements of Chapter 15 governing the fire -resistance ratings of buildings for the support of roof structures, radio and television towers shall be designed and constructed as herein provided. 3108.2 Location and access. Towers shall be located and equipped with step bolts and ladders so as to provide ready ac- cess for inspection purposes. Guy wires or other accessories shall not cross or encroach upon any street or other public space, or over above -ground electric utility lines, or encroach upon any privately owned property without written consent of the owner of the encroached -upon property, space or above -ground electric utility lines. 3108.3 Construction. Towers shall be constructed of approved corrosion -resistant noncombustible material. The minimum type of construction of isolated radio towers not more than 100 feet (30 480 mm) in height shall be Type IIB. 3108.4 Loads. Towers shall be designed to resist wind loads in accordance with TIA/EIA-222. Consideration shall be given to conditions involving wind load on ice -covered sections in lo- calities subject to sustained freezing temperatures. 3108.4.1 Dead load. Towers shall be designed for the dead load plus the ice load in regions where ice formation occurs. 3108.4.2 Wind load. Adequate foundations and anchorage shall be provided to resist two times the calculated wind load. 3108.5 Grounding. Towers shall be permanently and effec- tively grounded. SECTION 3109 SWIMMING POOL ENCLOSURES AND SAFETY DEVICES 3109.1 General. Swimming pools shall comply with the re- quirements of this section and other applicable sections of this code. 3109.2 Definition. The following word and term shall, for the purposes of this section and as used elsewhere in this code, have the meaning shown herein. SWIMMING POOLS. Any structure intended for swimming, recreational bathing or wading that contains water over 24 inches (610 mm) deep. This includes in -ground, above -ground and on -ground pools; hot tubs; spas and fixed -in-place wading pools. 3109.3 Public swimming pools. Public swimming pools shall be completely enclosed by a fence at least 4 feet (1290 mrn) in height or a screen enclosure. Openings in the fence shall not permit the passage of a 4 -inch -diameter (102 mm) sphere. The fence or screen enclosure shall be equipped with self-closing and self -latching gates. 3109.4 Residential swimming pools. Residential swimming 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. 3109.4.1 Barrier height and clearances. The top of the barrier shall be at least 48 inches (1219 mm) above grade measured on the side of the barrier that faces away from the swimming pool. The maximum vertical clearance between grade and the bottom of the barrier shall be 2 inches (51 mm) measured on the side of the barrier that faces away from the swimming pool. Where the top of the pool structure is above grade, the barrier is authorized to be at ground level or mounted on top of the pool structure, the maximum vertical clearance between the top of the pool structure and the bot- tom of the barrier shall be 4 inches (102 mm). 3109.4.1.1 Openings. Openings in the barrier shall not allow passage of a 4 -inch -diameter (102 mm) sphere. 3109.4.1.2 Solid barrier surfaces. Solid barriers which do not have openings shall not contain indentations or protrusions except for normal construction tolerances and tooled masonry joints. 3109.4.1.3 Closely spaced horizontal members. Where the barrier is composed of horizontal and vertica members and the distance between the tops of the hori- zontal members is less than 45 inches (1143 mm), the horizontal members shall be located on the swimming pool side of the fence. Spacing between vertical mem- 558 2003 INTERNATIONAL BUILDING CODE® bers shall not exceed 1.75 inches (44 mm) in width. Where there are decorative cutouts within vertical mem- bers, spacing within the cutouts shall not exceed 1.75 inches (44 mm) in width. 3109.4.1.4 Widely spaced horizontal members. Where the barrier is composed of horizontal and vertical mem- bers and the distance between the tops of the horizontal members is 45 inches (1143 mm) or more, spacing be- tween vertical members shall not exceed 4 inches (102 mm). Where there are decorative cutouts within vertical members, spacing within the cutouts shall not exceed 1.75 inches (44 mm) in width. 3109.4.1.5 Chain link dimensions. Maximum mesh size for chain link fences shall be a 2.25 inch square (57 mm square) unless the fence is provided with slats fas- tened at the top or the bottom which reduce the openings to no more than 1.75 inches (44 mm). 3109.4.1.6 Diagonal members. Where the barrier is composed of diagonal members. the maximum opening formed by the diagonal members shall be no more than 1.75 inches (44 mm). —0,3109.4.1.7 Gates. Access gates shall comply with the re- quirements of Sections 3109.4.1.1 through 3109.4.1.6 and shall be equipped to accommodate a locking device. Pedestrian access gates shall open outward away from the pool and shall be self-closing and have a self -latching device. Gates other than pedestrian access gates shall have a self -latching device. Where the release mecha- nism of the self -latching device is located less than 54 inches (1372 mm) from the bottom of the gate, the re- lease mechanism shall be located on the pool side of the gate at least 3 inches (76 mm) below the top of the gate, and the gate and barrier shall have no opening greater than 0.5 inch (12.7 mm) within 18 inches (457 mm) of the 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: I. 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 authonty, shall be ac - SPECIAL CONSTRUCTION cepted so long as the degree of protection afforded is not Tess than the protection afforded by Section 3109.4.1.8, Item 1 or 2. 3109.4.1.9 Pool structure as barrier. Where an above- ground pool structure is used as a barrier or where the barrier is mounted on top of the pool structure, and the means of access is a ladder or steps, then the ladder or steps either shall be capable of being secured, locked or removed to prevent access, or the ladder or steps shall be surrounded by a barrier which meets the requirements of Sections 3109.4.1.1 through 3109.4.1.8. When the lad- der or steps are secured, locked or removed, any opening created shall not allow the passage of a 4 -inch -diameter (102 mm) sphere. 3109.4.2 Indoor swimming pools. Walls surrounding in- door swimming pools shall not be required to comply with Section 3109.4.1.8. 3109.4.3 Prohibited locations. Barriers shall be located so as to prohibit permanent structures, equipment or similar objects from being used to climb the barriers. 3109.5 Entrapment avoidance. Where the suction inlet sys- tem, such as an automatic cleaning system, is a vacuum cleaner system which has a single suction inlet, or multiple suction in- lets which can be isolated by valves. each suction inlet shall protect against user entrapment by an approved antivortex cover, a 12 -inch by 12 -inch (304 mm by 304 mm) or larger grate, or other approved means. In addition, all pools and spas shall be equipped with an al- ternative backup system which shall provide vacuum relief should grate covers be missing. Alternative vacuum relief de- vices shall include one of the following: I . Approved vacuum release system. 2. Approved vent piping. 3. Other approved devices or means. 2003 INTERNATIONAL BUILDING CODE® 559 t 13ASKIN ENGINEERING February 16, 2006 11030 ARROW ROUTE, #211 RANCHO CUCAMONGA, CA 91730 PHONE: (909) 980-8898 FAX: (909) 980-8838 E-MAIL: raskinen i earthlink.net RE: HOFFINGER INDUSTRIES — DOUGHBOY 52" COMPAC SUPPORT OVAL POOL, Rev 0, Dated 8/28/2000. Mr. Steve Kendrioski Hoffinger Industries, Inc. P.O. BOX 2457 West Helena, AR 72390 Dear Mr. Kendrioski: I have thoroughly reviewed the structural calculations for the above noted swimming pool. It is my professional opinion that the calculations are valid for their intended use and the calculations are in conformance with the 1997 Uniform Building Code as well as the 2000 & 2003 International Building Code. If you have any questions, please feel free to call. EN wic49t,, Sincerely, aren Raskin, P.E. 4; S 'EXPIRES 09/ 04/0G I `EXPIRES 09./04/C f` J RASKIN ENGINEERING INC. HOFFINGER INDUSTRIES DATE: 8/16/2006 POOL LATERAL DESIGN FILE: SEISMIC-WA.mcd PROJECT: HOFFINGER INDUSTRIES - POOL SPOKANE VALLEY, WA DESIGN CRITERIA: DESIGN BASED ON 2003 IBC The IBC does not provide any guidance for the design of swimming pools to resist seismic loads. This is especially true for above ground, manufactured pools. The swimming pool in this case is a manufactured swimming pool often sold at department stores, toy stores and other distributors. These are pools that can be constructed by a handy homeowner. Since this is a manufactured product in mass production, the manufacturers of these pools have constructed and tested all of their pools. This is done to ensure a quality product is produced, especially in today's litigious society. Product manufacturers are subject to much higher liability than any contractor or engineer. The common test used by manufacturers is the dunk test where a backhoe bucket is repeatedly used to create waves. In addition to the backhoe, a 300 Ib point load was applied to the top support • This method of design, fabrication and test is far different than what we do in the construction industry. Unfortunately, nearly all buildings or structures cannot be tested to resist seismic loads. Therefore, calculations are critical along with large safety factors to prevent failures. The following design calculations are presented to provide additional numerical support for the design of Doughboy above ground pools. Since the IBC does not provide guidance, I had to search for any guidance in other sources. Fortunately, ASCE 7-02 provides the closest thing I could find to guidance for our case. Under ASCE Section 9.14.7.3.6 "Ground -Supported Storage Tanks for Liquids", equations are provided to estimate the "base shear due to the convective component of the effective sloshing mass." There is another factor that considers the weight of the structure, but in this case, the weight of the structure is considered negligible. The major discrepancy between the design parameters for a storage tank and a swimming pool is a roof or added wall height called a "freeboard". In a tank, the design is for the contents to be fully contained and not spill out. In a pool with a wall 6" above the waterline, the water will "sbsh" out and not impose the full lateral load of the water. DESIGN LOADS: Wind load is negligible compared to water pressure. SEISMIC LOAD; SITE CLASS D: Importance factor I:= 1.0 MAPPED SPECT. ACCELERATION; SITE COEFF. ADJUSTED SPECT. ACCELERATION; DESIGN SPECT. ACCELERATION; SEISMIC USE GROUP; SEISMIC DESIGN CATEGORY; SEISMIC IMPORTANCE FACTOR; RESPONSE MODIFICATION FACTOR; Ss:= 0.35 SI := 0.10 Fa:= 1.5 Sms := Fa•Ss k Sml := Fv-S1 Sds := 32.Sms � SdI: —2•SmI m 3 1 C 1E:= 1 R := 2.5 1 of 2 Fv := 2.4 Sms = 0.525 Sml =0.24 Sds = 0.35 Sdl = 0.16 X000104% WA Str/r/4 7 RASKIN ENGINEERING INC. HOFFINGER INDUSTRIES DATE: 8/16/2006 POOL LATERAL DESIGN FILE: SEISMIC-WA.mcd Pool parameters: H:= 4.33 (ft) Te:_ D := 12 (ft)(pool diameter) g:= 32.174 D 3.68•g•tanh(3.68.H1JJ `\ D Sac— if T 5 4.0, 1.5•Shc 6•Shc c Tc 7,02 c Cs. R Sac.] Tc = 2.146 Sac = 0.112 Cs = 0.045 (seismic base coefficient) DETERMINE OVERTURNING MOMENTS FROM WATER: y := 62.4•pcf Static water pressure: (current design parameters) hh20 := 47.in hh2o hh2o MoS (Y'hh2o) 2 3 Overturning due to seismic: Mos = 624.861 ft•Ib ft ft (acceleration of gravity) sec hh2o = 3.917ft Because the water will slosh over and out of the pool during a significant seismic event, we will assume a strip of water weight will be applied to the pool wall uniformly. Peq = (4•ft)•(Y)•Cs Peq I1.165psf _ peq.(H.ft)2 MoEQ . 2 MoEQ = 104.667 ft•lb ft Since the pool wall was originally designed to resist the "Static Water Pressure" with appropnate safety factors, even if we add the seismic load due to sloshing, the overturning moment and pressures on the wall wdl be less than 1/3 higher than the static loads. 1.33•Mos = 831.065 ib MoS + MogQ = 729.528 Ib 2 of 2 OK HOFFINGER INDUSTRIES DOUGHBOY Ft COMPAC - SUPPORT OVAL POOL STRUCTURAL CALCULA 1 IUNS By. Chris Smith, EI.T. Approved By: Steve Sylvest, P.E. Job 40471-003 azaez HOFFINGER INDUSTRIES DOUGHBOY 52' COMPAC SUPPORT • OVAL POOL REV NO. APPROVED BY B :. REVISION HISTORY COMMENTS REV. DATE issued for 52high with nen vete! bracket from Rev. 1,02- 0023.2000 23.99 Version of 46' • . • - Oval mod& S Walk Haydel Gentmaldoc TABLE OF CONTENTS SECTION 1— ASSUMPTIONS / CRITERIA, MATERIAL 1-3 SECTION2 — SKETCHES 1-4 Plan, Section Typ Bracket Member Shapes / Properties Freebody Diagram of Forces SECTION 3 — CALCULATIONS .1-23 Forces Overturning Soil Bearing Ground Support Beam Bolts Vertical Bracket Section Properties and referenced backup calculations SECTION 4 — MISCELLANEOUS CALCS Pool Wall Pressure Plate Sliding Stability Below -ground Installation Option. ILMS Walk. ktavdel Hoffinger Industries 404711003 By. Chris S. Smith Chkd: 4; DOUGHBOY 52' COMPAC SUPPORT OVAL POOL March 2000 ASSUMPTIONS & CRITERIA CODES The National Pools & Spa Institute code, The American National Standard for Above -ground Residential Swimming Pools, has only one section (4.1.1) on the structural requirements. The only mention is a minimum factor of safety of 1.7 against the yield strength. There is no other direction concerning lo ad sti ofactors, resistance factmar plastic. The three cto os, compression or shear strength, or the type of analysis r building codes, UBC, BOCA, and SBC are silent on the structural requirements for residential pools. — ANALe of the elements We computed the forces without any loaS�fators. Design Specificatio�T�he ratio of the two was computed per the AISI Cold Formed results in a percentage of its capacity which is the reciprocal of its factor of safety against "collapse". The attempt is made to keep this factor of safety higher than 1.7. The design of miscellaneous attachments, viz stairs, railings, etc. is not within the scope of these calculations. GRAVITY The pool is analyzed for gravity Toads only. The weight of the pool structure compared to the water inside is negligible and therefore ignored. FROST HEAVE Frost could potentially create minor differential settlement and/or heave. Such movement of the base of the pool is considered not to cause any gyral doge. CORROSION The design does not include any corrosion. allowance. All elements are galvanized. WIND the wind force will not govern for the Based on engineering judgement and inspection, design of the support structure_ Therefor', a detailed analysis is not carried out • SEISMIC The structure is not designed to resist seismic forces. It is assumed that if the ue significant were to "collapse' under the full seismic forces, the failure would not pose any threat to life safety in typical use. For the non -typical case, in a high seismic region, where a 'collapse" could threaten life safety,. or if required by the building official to account for the seismic forces for issuance of the permit the design shall be submitted back to the designer for checking and modification as necessary. SPECIAL LOADS For other loads, viz: waves (generated under normal use) and someone leaning against the rails, engineering judgement suggests that these loads are not critical for two reasons: Hoffinger Industries 40471-003 By. Chris S. Smith Chkd: DOUGHBOY 52" COMPAC SUPPORT OVAL POOL March 2000 1) The loads are transient; and 2) The structure has some overload capacity (reserve capacity after the application of full gravity loads). BELOW -GROUND INSTALLATION OPTION The pool design is for above -grade installations as a below gradele e Calcul tiHowever,or in jurisdictions the pool is permitted to be installed under miscellaneous calculations, for one method of installing below grade. LOAD TEST A full scale prototype of the pool was set up and dunk tested, under more severe conditions than actual use intended, to confirm theassumptions a°ho�onata! force of 300lations f bPs a. structurally stable pool. In addition to the fluid pressure, pulling out at the top of one vertical post was added to confirm an adequate margin of safety exists before overturning or yeildtng. SIZESconditions Calculations were done for the side wall height of 57 for this model. Operating actually require operating with a 6" freeboard minimum. Pool length and width sizes can vary depending on model. The maximum dimensions were used for each condition. SOIL Minimum allowable bearing required = 1000 psf Ultimate Bearing Strength = Z000 psf minimum REFERENCE DRAWINGS The design was based on fist of drawings below: COMPAC SUPPORT 11 48" POOL PLAN drawing 36-044 Rev. A sheets 1 through 3. COMPAC SUPPORT II 57 POOL PLAN drawing 36-045 Rev. A sheets 1 through 3. SKID SUPPORT (PLATE) drawing 580-1779 Rev. A for part 580-1779 fabricated from material descend on sptiion sheet drawing 55-120 Rev. C. GROUND SUPPORT - TOP drawing 580-2071 Rev. A for part 580-2071 fabricated from material described on specification sheet drawing 55-262 Rev. A. GROUND SUPPORT - BOTTOM drawing 580-2072 Rev. Aforpart i�- fabricated from material described on specification sheet drawing E. cated PRESSURE PAD - . ., „• .. from material described on motion sheet drawing 55-237 Rev. C. PRESSURE PAD - INSIDE drawing 580-2083 Rev. A for part 580-2083 fabricated from material described an specification sheet drawing 55-237 Rev. C. THIS By. Chris S. Smith Haffinger Industries Chkd: 10 DOUGHBOY 52" COMPAC SUPPORT OVAL POOL ern COMPAC SUPPORT 48° drawing 580-2075 Rev. C. Part numbers vary with colors fabricated from material described on specification sheet drawing 55-260 Rev. B. COMPAC SUPPORT 57 drawing 580-2076 Rev. C. Part numbers vary with colors fabricated from material described on specification sheet drawing 55-261 Rev. A. 40471-003 March 2000 SIDEWALL STEEL specification sheets 50-554 and 50-561. Note; steel specification on all 48° walls are the same with the exception of color. Steel specification on all 52' walls are the same with the exception of color. MATERIAL The calculations were based on the material specifications as noted with the drawing fist above, except as noted in the following: Cold formed Steel Galvanized ASTM A-653 Type B, except as noted: Skid Plate (Spec 55-120): ASTM A-615, HSLAS, Type 8, Grade 50, 50 (ksi yield), 0.57° ttiidc. Ground Support Beams (Specs 55-262 and 55-231): ASTM A-615, HSLAS, Type B, Grade 50 (50 ksi yield), 0.115° thick. Pressure Pads (Spec 55-237): ASTM A-615, CS, Type B, 30 ksi yield, 0.046" thick. Compac Supports (Specs 55-260 and 55-261): ASTM A-615, CS, Type B, 30 ksi yield, 0.057" thick Bolts attaching Compac Supports to ground beams: 3/8' diameter, Grade 5 (4 structural bolts carrying load per connection). Sidewall (Specs 50-554 and 50-561): ASTM A-653, CS, Type B, 30 ksi minimum yield, 0.015" thick Screws: Type AB. �,; Pool Wall / Splice PlateGalvanized ASTM A-525, minimum yield!s ""- By. Chris S. Smith Hoffinger Industries Cid: DOUGHBOY 52' COMPAC SUPPORT OVAL POOL March 2000 40471-003 COMPAC SUPPORT 48° drawing 580-2075 Rev. C. Part numbers vary with colors fabricated from material described on specification sheet drawing 55-260 Rev. B. COMPAC SUPPORT 52° drawing 580-2076 Rev. C. Part numbers vary with colors fabricated from material described on specification sheet drawing 55-261 Rev. A SIDEWALL STEEL specification sheets 50-554 and 50-561. Note; steel specification on all 48° walls are the same with the exception of color. Steel specification on all 5211 wails are the same with the exception of color. MATERIAL The calculations were based on the material specifications as noted with the drawing fist above, except as noted in the following: Cold formed Steel Galvanized ASTM A-653 Type 8, except as noted: Skid Plate (Spec 55-120): ASTM A-615, HSLAS, Type B, Grade 50, 50 (ksi yield), 0.57' thick. Ground Support Beams (Specs 55'262 and 55-231): ASTM A-615, HSLAS, Type 8, Grade 50 (50 ksi yield), 0.115' thick. Pressure Pads (Spec 55-237): ASTM A-615, CS, Type B, 30 ksi yield, 0.046' thick. Compac Supports (Specs 55-260 and 55-261): ASTM A-615, CS, Type 8, 30 ksi yield, 0.057" thick. Bolts attaching Compac Supports to ground beams: 3/8' diameter, Grade 5 (4 structural bolts carrying load per connection). Sidewall (Specs 50-554 and 50-561): ASTM A-653, CS, Type B, 30 ksi minimum yield, 0.015° thick Screws: Type AB. Pool Wali / Splice PlateGalvanized ASTM A-525, minimum yield = 55 ksi. a r BY: CHRIS SMITH CHKD: HOFFiNGER INDUSTRIES DOUGHBOY 52" COMPAC SUPPORT OVAL POOL 2-28-2000 4' -0" TYP 24'--0" TIL NOTES 1. POOL SIZES VARY; OTHERS SIMILAR. 2. THE POOL HEIGHT IS THE GOVERNING DIMENSION FOR STRUCTURAL DESIGN. TYP PLAN AND SECTION n 1 - - f: CHRIS SMITH iKD: :e. HOFFINGER INDUSTRIES DOUGHBOY 52" COMPAC SUPPORT OVAL POOL 1 f N tO 0 0 Y jr 2-28-2000 .,. µ.ms' )trt-PC- -1A7CAdik4 ek$440+4 )5,7 NIS/K-444 ) 712,0 �L. f t & _'t ` .i y • 1 I �r` aj�( f ,,14,9z.a, ., T Jjjjj YYYY �_�_ it) t VI 471, PRESSURE PLATE 3/8"o A307 THRU BOLT TYP BRACKET AT 4'-0" O.C. r Y: CHRI SMITH HKD: f h 1 B EAM F = ksi Bo HOFFINGER INDUSTRIES 2_28_2000 DOUGHBOY 52" BUTTRESS OVAL POOL 3.00' CROSS SECTION 0.115" THICK } F! /7 Y l 3.00' VERTICAL BRACKET 0.057" THICK m 0 0' r. CROSS SECTION AT BOTTOM u7 •, i tt4) eke. NOTE: SEE ATTACHED FOR CALCULATION OF PROPERTIES. TYP DETAILS BY: CHRIS SMITH CH KD: HOFFINGEA INDUSTRIES 2_28_2000 DOUGHBOY 52" BUTTRESS OVAL POOL c0 (L '.0 01 i ----�-- Rh Mot F Po Po 1 Rh - W 1110111•1111111111111.11111H111 a12' I 9.08' i d c kCMU BLOCK 25" u llt11111l•s.afNSMSN m1 Rsoil WALK HAYDEL ..nu nrnr CANC FREEBODY OF FORCES ON BRACKET STRUCTURE & BOTTOM BEAM i L_4 MODELDWG By: Chris Smith t s 4th1 ♦"s Chkd: Hotfinger Industries ZQOU 52" DOUGHBOY COMPAC SUPPORT OVAL POOL August y .= 62.4 pcf trib := 4.0 -ft m water height to 6" Tile` pool.wall height is 52" but an overflow scupper limits the maximuol.. Thereforh, for design 3elow the top. The bottom beam is 2" lower than the botioniof the� �d the lever arm. Seean average design height of 47" is used to compute water pr ornments on the bottom of page 3-5. f , 04.0 A f h = 47- in c := 9.08 -in d .= 8.12• in vol .= u• h• trib FORCES P h pressure 42 Ixotb3m p ._ p-h-trib 2 W.=/Not OVERTURNING M ot := Ph3 u .= 25• in 44041,044 eerlyiketfraissfrvo)t'k, = 32.6-ft3 p = 244 -psf - P =1.91 -kip W =.2.04 -kip Sum moments about the left end of the beam. Mot=2.50-kft MW- c + d + ;1) Mres =5.04•kft res M resTherefore, good Mot = 49.6. % — �� Mot M res SOIL BEARING Sum moments on top of block at the center of block( 1111- Mot R soil •_ d + c + 2 R sog=1.03-kip Section 3, page 1 beam). By. Chris Smith Hoffmger Industries Chid .. 52" DOUGHBOY COMPAC SUPPORT OVAL POOL Sum moments about point at right end of ground beam. P-- + �W - R soli) -- F:= F=1.01•kip 3 2 d + c + u A (8-16 + 8.3.5)=in2 CMU +skid plate F q: A eff q = 932 • psf August 2000 q all := 1000- psf as noted in "doughboy" drawings. gn:=lei all q n = 2�'Psi q n- Therefore, good =46.6 • % --2.15 q The soil bearing is stated as an allowable 'pressure. The nominal (ultimate) strength would bethe nominal strength is used. considerably higher, at least 2 times. As with the rest of analysis, GROUND SUPPORT BEAM COMPOSITE SECTION INSDE OF BRACKET Compute moment arm to center of 2 bolts nearest pressure plate. Refer to diagrams on page 3-19A. The distance between bolts is 1.53" with the first 1.06" from the edge of the brace. Thetwo-piece beam will act fully composite within the • •n,= •I i•,, • ? '= page 3-19 for computation of section properties. F;_ 30-ksi +i+1'in\ Y d ann beam '- 1.06n (2 . 2 J E := 2950-ksi M I beam := 0.4091- in4 I bin S beam 0.75- in arm beam ¢ 5'D fs GGriUdifise I beam= 0.41 • in4 S beam = 0.55•in3 3 1 Inc 1AL.I4 thvAul Section 3, page 2 Bracketmcd By Chris Smith Hoffinger Industries Chkd:i 52" DOUGHBOY COMPAC SUPPORT OVAL POOL V.2R .vO 0.24 -in Q beam := 3• in- 0115• in• 0.6925• in Q beam = Nominal strength based on Procedure I of AISI C3.1.1.2 for initial yielding M n = 16.4 -kin Mn:=SbeamFy M M =88.4•% -1.13 Mn M Therefore ok, with marginal factor of safety, even with elastic capacity only. Check increase in capacity for inelastic reserve. August 2000 Inelastic Reserve capacity (AISI C3.1.1.b) 1.11 X 1 b1 =34.81 ji; 1.28 w = 21.91 t X2 =40.14 w := 3.00• in - (2• t) - (2.0.125• in) w = 2. 52 dn clear flat dimension Therefore; C y 3 since wit < X1, Meaning the maximum compression strain is limited 3 SeFy. times initial yield strain. Also, Mn cannot "exceed Refer to page 3-198 for computation of S.inelastic. =71.65-% S inelastic •673- in3 M inelastic S inelastic' F Y M tnelasiac = 20.19 "kin M Inelastic =13956. % M "Therefore, good M inelastic By. Chris Small Hofiinger Industries Chkd:`1`6.1?l1� 52' DOUGHBOY COMJPAC SUPPORT OVAL POO! V. August 2000 NON -COMPOSITE SECTION OUTSIDE OF BRACKET See calculations on pages 3-20 through 3-22. BOLTS BETWEEN VERTICAL BRACKET AND GROUND BEAM iclBehr _ 7/ 7/1 f Ali, Ga Aii-e4 ty'aei Pt" 4-e)to-O-Atritf;;; F v = 27- ksi LRFD Table ,l32 Check for 2 bolts, both in double shear. 3/8" M.B. (A307) : , 1.53- in iiia := 3• in d arm bolts - M of V :- d arm bolts A .- A• dial 4 Vn1:=2•(A•Fv) Check bolt bearing V n2 .= 2• (2.4.dia-t-F u) V n := min ((V ni V n2) ) V=4.13 -kip V n1 = 5.96- kip Double Shear t := 0.057• in F ksi Assumption for sheet metal minimum u ultimate strength n2 = 5.95 -kip Vn=5.95-kip This force will be assumed to be applied across two bolts at a time. Therefore, good. 2-V n _ 288 V -34.7•% V 2• V n These applied forces are less than the strength of the bolts, thus the boltsl ANSIot fail, and code the reserve capacity is greater than the recommended factor safetybeam, thus Additionally, the return edges of the vertical brace are nominallyin contact with tte directly transferring some of the forces through bearing to assist the bolts. Bolt Spacing determination within bracket area V max := W - R soil - V Vmax=-3.12-kip By: Chris Smith Hoffnger industries Chid- 7 5r DOUGHBOY COMPAC SUPPORT OVAL POOL I beam - 0.41 • in4 Q beam = 0.24 • in3 Q beam V long V max - I beam v s V long. Analyze using 4 bolts: \f -critical Vn V critical V long• c -4 - 1.44 Good V long = -1.82 • klp in s = -326 • in V =4.14•kip V critical = 69.6. % Vn VERTICAL BRACKET Analyze as cold form shape per AISI C4 See attached hand calculations August 2000 SUMMARY COMMENTS All of the components have a factor of safety deemed to be adequate, though some are less before full a be available than 1.7. This is because additional inelastic reserve capacity wouldmaterials was bsumed full mechanism would develop. Also, the minimum yield strength of herein. In the event the pool is filled higher than the design height (above the overflow scuppers), it will itonal typically not be over the full 4' tributary width, therefore will present minimal addoverturning gland In the event it was full to the rim as a static load, the factors of safety against yielding of the beam and bracket would drop only a small percent of that indicated. During the load test of the prototype model, the pool was maintained full while maximum waves were generated. No failures or problems were detected even when 300 lbs. n for many days past the was pulled outward at topan additional horrizonatal load11 •-- • =.7.• . r_II•I of the vertical bracket for a time. This was p safety of 1.55 against overturning or failure. • • I L - • _)ry•._.1/4 2/X?Ct `� IY) OA7E r-�U&IECT �,� y� ,�f �ul�: ""-w SHEET NO. / al :H10.BY(VA �Tp Z--�-oa �""94 �1� .A(os+ , �in='�✓',v�a/ 1-, s• -F .roe NO. Vel F 3- 2,97. I i 1,0 j-. -t- 2 _.c 1 •DpAl a k-Ol,JEcr • s :.,.. i -tA.44.,,4 1;i1; d Cs. f-5"r�t A74- . 61, earl, caa .•'.c t .. A4/R( raP Narika terlAiso AD Z gas A:.;2.4.: t<'.e. 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Pill Ills. ✓ t 1 •t/11r t Y ----°€n1 DATE 941 jZCE(S118JECi Him.B DA14..QO /Bate SHEET NO. �d JOB NO.�- _ CRLYL \gee i.Q2' o.4fl i,= 12-f R :k6\ t2 Aa 1z_t a. - 4 +2(1-03'3+2-0-W) = 4 t ack 42•et + 2( 1+243) Q5.2 0'3403 1�'_ = ':2 '1°15.2 = o . 0 2tn2 3 • - 12-I ��Orr.Y:C;%rt w < o.tri3 k+5 = 1.385 1.2‘a5 (,a Qi2.1-4) PEG efal 62.1-1 Pena EQ X2.3 -_ - 0.253 3h'L. bi — o.teeT _ _ 253' 0,43 • 8 tS tiusu EFFeT:Jfi _ 0.111W -kin -etcama) iT 0.k -1•-n - O J� r• yUw •_ �j- � — �J•��31Xi -ZZ WALK HAyDEL pcOL t, 4LG E c5/S 7 Tic' TWA O tore C- _,4_ Y '�s s Ca,e, // TN/-/ TNS Po CL . 7 I/J /lo ori STS TA7i,4G ETREs ) /�' Q/.QEGTL Y /4"/Z4/a4 ive- 7/cv/AG TL7 T/�.4044T,z/ /=o G' L /-G'� Q 14:',0 G Wi T A rm/✓fin/ .a."/'T ) • 711AS C,g4wL%C1.4-/ 3Y- :Da4JGh/4e;a Y roc, Qc.s (Fo/e:..4,,.,/gX1.s./td of WA4.4- 4'/G/T 4, ¢F" • /.1,44 ' /4'10c, Z. 4044. n — 2 / Fr. PVWALL aL • G,7-4 caE / d41 X- W,4 Tc �- - OEPT'�j f/e .ssu/2--- =(G2 4-)C p1. 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SHEET NO - JOB NO. - d 3 x=ZLIU (given) C- A = .68.6%% ( ;71tralio4) G.ota _ (,4"*'120. o8S3� =G o60/S67 = U ✓ zy 11 nf�1'1u,JV4' 4zv.rx3 4.)S 35)1'4;4 LC = Z14o)30 =wS = • .Z{ kit tut._ 7'.4 ..1 2 J � LL) /(61244po 3S� e oil r .W = Lig. a 4/^ 144. jig. sa2,�r411)(53,�` 985 '"`&,' (2) ()4Y)[te1/4S = 1, to ✓ O fC• 000t4Y2 WALK HAyDEL (f DATE SUBJECT AO°tiedd• r ✓ /400 /1;" SHEET NCL L > i5t J08 NO -Sim. Hl �� DATE Z�3 / n ��' ;SVr1 �u�<`ait o C�YersGs/y 7i�iir �%�o,rld / er4, /. ;O Me<o▪ iC;,( �--- r ;A Thd- IGc 14;0 Or ay tiro o an • e %/C_: • td //N E. =.qyk 19.75: z i7t% ,off 66 yM Ca+C) --12- = Cz. te' C = 24 </ , r/74 urn Y --- - _Ccri..t.c. sZ-d2 _ <- Za ` "2,"2,42. 24 X. o«/+ si-d2 ZdS -4 ZQ . 5:5;11? / Za'+C -t?_ Sa-le: )- d amitz �-:a s = ( aZ+52.4 a24d4 12% -at 4At2.21-1-}- 1.1421-42.mr2 24. G etc .... 6 2,..•••-••••• = i • 4. t-) = D ✓ ides ay. 1/ /z Y= ' x QtC a C ccfhC z 1 X -j ZQ =1--4 d . davitr-�# 2D / de fcemYi.[cCX e1oAl Etc e • � 961 4--l4-41:2 G WALK HAYDEL x s A c x/c 2As/(s242) (A2+s23/02 0) 19.25314 19.25468373 0.066461 2788.706567 0.006904 0.006903418 1.000023828 sinh(x/c)-2As/(s2-2) = 6.06667E-07 Used solverforsolrr8on. cosh(x/c) - (A2+s2)/(s2-AZ) = 4.18816E-09 AL = 0.001538952 in s = 7.99325E-05 infin a= 2.358009484 ksi F(cn bolts) = 3.006462092 kips US!'4 (6t,TS FPoott= 0.751615523 kips/bolt -dLTi/4141 Shearslrengthia•#1fl-spew-is1.4-laps,_OK ;s t.2loca , CX.. A sre2n� Benz 4-6 C' l�� �iA. STL£L �.5. = I . Z (o IL V- Ibat+ L 7 -* Toaer-o2E ) CAL . �10 5 f (p %bo N In adeltic2n she Gtr W flat GC;thn (�.GS x-1&)1;411 e5 penenccr sne: Sub ��J,�i r Com_ RM. B //�jne0 DATE SUBJECT DATE9(C,. c !% ,'4 i /oat; . t :K�2J F,tv0 PieEJfCUeE PLATE c//k `18.66�� f r SHEET NO JOB NO._ _ / S3.Sq,' ZD y .1��/ -/SEL.. -�nL C4�MGr 6 d A 7- _os, ,944 .o98Y ,Y74S .azar -,g217 .2869 ,00goz .6:013": ) /2 .OSI .6/2 .17(‘ .3969 :0683 ,ao9s6 mazes 0090 .00 472 .!MS' .�-_ •os/ .159 .10%.6923 7 .00209 .�-.ao739 =7 .004y8« .7096 = SodZ = , OOG{9a in `I �r o.9.062 osI X28 y CaT = y?� = Z _ ,1931.07/n2 _!-Tao = mon (e.7 .era on;az -(*EsruRE Pc4? E (vim l 1-41_-21 j; V. } F�=;.k•. -299. , htot Geer .a 010 y 6 ,n (rcosia,,) 60 UCnn Y . y-7 WALK HAyDEI- DAA � 5/0 suaiect DATE Slo n L4.4 + Gi C. _ ;.0 2. : 7441(S) frt (0- 04 Woka Zq.41 0 10 . Lin SHEET NO. JOB NO_. 4- l auENGIGEGO 4) WALK, NA ,.& ASSOCIATES, INC. BY CHM. S l /�G fl CSS DATEDAW/? _ tt SUBJECT ,+? = to;R (`08.66 1) = t Rate Lc/ a z w4 (q 5 - CG /�a) = 0.591 k 2 233 rrso�(Ud��^� - ,T ! fU,� X .356 (Z -0Z) vrptke4f F <. < J !,uAen SHEET NO. JOB NO. - moo, 3 Wu, 4pa"_(off =Z.3? • 0117 --- [Ai 6 - ASI / 'XI le 9/eale, l ",eI(e' 4' ;l , ,&j- 7 au out au�yu� ,_ T 1 Ca.r<icfued' t E...:./ A) ;I I, 1.29 '-‘.------gSe;Wita c, -0T -7 (0.-11%) r z (;2.02) — ' .3 l Y -g WALK HAyDEL _ G1 • - ► • Arm reSol "11 la.2140.4V Affir LWf •I=. .7 AVAPSIWIRIP -- — -- - aaL ,f n%!3 FoIzC�Si9� AND - s -'t'O" L! -e , 66 4 Svc 1- MR0 5L1dNfa yr Gcu.CINv.--- .- - ' - ,dc S4 ^''-e72 4r2E ..--&-.45-11.i/g.7-1.3' r YNl ...snJ . . .. ter✓ 1°02640e �-�ES. _ a� ���'' .� i•/E �pP,2o-�*> - F.*t�- of - Y- Ya_- ---- __. aiE Cp; :1 7t• r .i." -1,•:r - -'11rL7Y F 272uR 4i! 4- 0414f' --- - -• - -• .;i-1-10 "'Rd - gip`-, Ir L4 ?'ctS 11.1 c r'SES cG .4 �Y, CruerL rj}IGL c,21/7GE /5 ;vo w�,t;' ..31VD_ CQr/r/,e:411S .— --. •- •-- - arr bY' SR*'� tsar+ SSG ( 4,a NVQ? s c:F reuL7 ��/•1.0(S� 5aJ4 ON3. tL 14.e (y°4 zy S''= ri4, 11.5`*- 421214s-1 G-ry r piCGC lJ 'I2:15 x 74ee � sa 1111 WALKYDEJ- NGS NirricA I.e. MT 14,40rsiti leap i _. tt�E PckTr ___ 67"�prno.iJS X12 !�GN�yp-i7vt _ P£ eta F/LA?IG,oN- !^+S AZLc P �4�N6 _P6a�-.ft:.=''_3 a2.2F-?�vY IA, C.627 - eloye1 -"?y--r-y�/TiC-4'G7s R.-. awe1J/r3(��- suisr l • ?tun?' ; o • :aa s✓A-7GA= .1- --- . _ • is znu-L t4; 1:12;i7N DF ,a'o . !S - b,E.tOM »Lr it:sH/i1E. fl :- GONS011�.476/J_ -.. Lir TrCGw GPS 2"0, '• -',eti/N SvIL 7.{e2G-J. r!L/GTr tN A4T t✓ bi Z i s X 4.5*4 =579 -e-ano-TelpterSt90 /45 /M 4 z 335a -a 6 r t.i e rod 4' atz.„ gen C.K rt6 . 'L rale) au; TtES5 I•J - f� vrf2r ff luta 34177.0S-4 pferrkkt+ trine T Y-/0 ',WALK HAyDEL i. 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BY J; DA L€ //1 CdY- i, 14 bow:-.)? he; 4,„4. roaod T c•-..-{2-4/1‘.;, SEHE=r NO - JOB NG _ of fd.al ( t - ro,,,I) 7 t ili--x 7 -- Mif jt,' .a-.6 —7—y — . Q4dr I - Lver-lt11 64etele • / Pia/1 Veal kc• -)or fid: rYihaX /?yP47 C :� for CZ -C. J f I.;Ge�4r! � CG C P¢/e. 13 PPiAer aruhG Zra lr 1 1 MZ;;•".`-di1.) _Se GI rosy ;ri i=9. 4s. • (<< tate 3 Z D .r I Aire. CIi'.4 /( /t 4a 4a: _ y y SIty WALK HAYDa _DATE IND. B DA J SUBJECT P= kg, kI-I y pitle)(2') = lea•°f,, as a rt zu /f Q e` l tt C eHak/ Qclle�r%arr o % COeN e /ANT. SHEET NO. JOB N0. - .s precer *han 6184 one 30pt�' gereiete c�nSeruc�%ue. BC Picr p= Zplf P = `11.2 ?LP /*Uer4Je PC:S.+rt oit __ = 637P P ! ZSPSbae __._ AvG 7j' �ToT-0637 P 1 = 1141* � z � A4004. cEs's 'ter -on d �-- , '� Iq�� _ 2 77 �Mz, ufe 4cl; vt Arescute eoT Ileeq ,J�c c _. Z i (/ 7)('-y1 -L 11)01) /,4Max - G1 715'1 m - WALK 1-1AyDF1 Aomesmapnwur mew DATE nr—SUBJECT B DATE —�d� _ems .n /c A�adq aic..+�IiSrfh lcs+s;4�r C�ecrr . i•��- 9lCz.s"Cb) Y � (7 . `) a6��s; sr c 9-4 4.4T -":19 = 121,& // / =7 Not al len f; pr; 3 h.AJ6 sie4;n° = 869 ;ns ' rent' I - SHEET NO. J08 :tient JA!l. T4 nir.' C4.yc = (78 Yl * = j�39: ; « IZI./of; j $6y in AIF., -enJ.on Can La 414fthcr //391 ;- 2.8r; = -0 /ZI. 8 pre- . ; 6.1r. %n Me !on afll 4iar/ ditedliont. Ay in.04e.e..4 toe -444-6f 4i comPtersso'7 3 / tong C lrCulQ rer"4S. accc,,0 T40/C /lmrri WALK HAyDE]- zovAP+aM»Rtc�wMwY �; n� DATEm. S� SUBJECT 1-CSi •er cNY muter /i= ZZni SHEET NO. JOB NO._ ucr Y'wrn •ha 1 C eer Genes• CxeGf- 1 1-I IJ PL e,J = \'J l! ej)6 . z fai% A = 2 91,2 41/'t C l to-ncafe Cc.n.pare 1(1 deciyn el :oo er i V .�! Pl eowe moi'• = ;p+essurr Fk,/C) is + '1 eral r oleo Sfvlet 144 y(tParce ato— e ,, t atm hlyvl et +-Jan FOrre_ +wt or Xe:, rant I P4/ = Lrz y>c (.,3. 4 :z/, �+I> z G iza.ls%4 6 1=5'1ra eic or ' h;m ;ch toil brac -ci+ tfru «ra' Copsiaerfy IS' 0.k, 4Y /ns «r.�. 13 i Lined-4.reenef air j Real -;,3 Gtr Ow u tint; -II 4 •`.e=�SP'.qfr !�'/?.r!'y�>` `�raA'+ Cod/ e�f� / 00 = `11 22 P£i2) .31)��IJ(QIJ - tiv -'(I (-(01)TOR UE vvi,J_:IUd 2Ir4T % l& � Mg P41( ff) psi..),( Srefea; d'�'�Z�'Iogi _ dao 0-t (S.; 6?+ ; M % f MR = PH6' -,: ., /17/e4= lyyd-=-4.,4 -/00P-''4= 851644 n4T �- i. • P_ ,' b11- ,,nce pine Per Ccre4J y(Crccuc Ale 2="y1 =am jen.p • et jet=moi ¢or W wQ CT. mu-riady. ,Qorizo4fw AeNOCr Ilyeeriart. .s.;i1 AIe. G„ 4e/% WALK HAyDEL CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR C SPOKANE VALLEY LIANCE 'MSION ' 'r 0-6 %