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Permit 5568 - Silverview - Lot 9 House
CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - 1641 BUILDING PERMIT Control # 89 -005 (512) PERMIT # Work to be done NEW RESIDENCE Site Address 16456 53RD PL. S Building Use RESIDENTIAL Property Owner L & B SYSTEMS. INC. Address P.O. BOX 58605 Contractor L & B SYSTEMS Address P. Suite enant SILVERVIEW LOT 9 Assessors Account # 779640 -0090 Phone # 228 -4400 ENTON. WA Zip 980_58 181D4 Phone # 228-4400 �► ,: / Zip •:s : Cloy r1/ FOR BUILDING PERMIT ONLY R #LBSYSI* APPROVED FOR ISSUANC S q • Ft. Office Warehou Warehou/ se Retail Other Occ. Load 1st F1. 2nd F1. 3rd F1. , Total Fire Protection: El Sprinklers ❑ Detectors Zoning Type of Construction Special Conditions DATES Fees sq. ft. @ 1st F1. $ sq. ft. @ 2nd Fl. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 176,505 Bldg. Permit Fee Plan Check Fee Demolition Surcharges Other Other TOTAL Receipt # .Xvc., $ Receipt #'7;15'/ $ 590.00 Receipt # $ Receipt #15-yt2- Receipt # E Receipt # $ 907.00 3.50 =ACC 171.r-7.12C571C2C $ 1,515.50 FOR SIGN PERMIT ONLY ❑ Permanent ❑ Temporary ❑ Single Face ❑ Double Face [] Wall Mounted ❑ Free Standing ❑ Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Total square footage of sign Special Conditions THIS PERMII BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZEO IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION UR WORK 15 SUSPENDED OR ABANDUNEU FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK 15 COMMENCED. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS ANU ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DUES NOT PRESUME TO GIVE AUTHORITY TO VIOLAT OR CANCEL THE PROVISIONS OF ANY OT R STTAA E OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. Signed" (.0 --,- _-✓2') l !" Date .2, 7--2-• ' S` ( LICENSED CONTRACTORS DECLARATION I hereby affirm that 1am licensed under provisions pf the Busiss an Professions Code, and my license is in full force and effect. / Contractor (signaturee) �dS1C..0 -}u} /u -cam.' • Date }?'.. 2--2- -3 OWNER- BUILDER DECLARATION ( ) 1, as owner of the property, or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ( ) 1, as owne of t property, we exclusively c ntra ing with licensee contractor's to construct the project. ' '.`�.��- ____ - Date_ 3- z-1-_74S--2_ � Owner (signature) G. 1 fork to be done NEW RESIDENCE site Address 16456 53RD PL. S Wilding Use RESIDENTIAL 'roperty Owner L & B SYSTEMS, INC. Address P.O. BOX 58605 ;ontractor L & B SYSTEMS Address P.0. BOX 58605 CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - /S*9 BUILDING PERMIT PERMIT 5S-6Y Control # 89 -005 (512) Suite # Tenant SILVERVIEW LOT 9 Assessors Account # 779640 -0090 Phone # 228 -4400 Zip 98058 #LBSYSI *181D4 Phone # 28 -4400 RFNTON. WA /2 j Zipti 9Rn5R f. �' ' DATE : ' // J i '-`� /ate 'OR BUILDING PERMIT ONLY RENTON. WA APPROVED FOR ISSUANCE BY: 1 Sq. Ft. Office Warehouse Retail Other Occ. Load 1st F1. 2nd F1. 3rd F1, Total Fire Protection: [] Sprinklers ❑ Detectors Zoning Type of Construction ,/./ %'Y1 / /// Fees sq. ft. @ 1st 71. sq. ft. @ 2nd F1. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 176,505 Bldg. Permit Fee Receipt # _Svc. - $ 907.00 Plan Check Fee Receipt 0,40/ $ 590.00 Demolition Receipt # $ Surcharges Receipt 06-A3- Other Receipt # $ $ Other Receipt # $ TOTAL 3.50 $ 1,515.50 Special Conditions FOR SIGN PERMIT ONLY ❑ Permanent ['Temporary 0 Single Face ❑ Double Face [] Wall Mounted [i Free Standing ❑ Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Total square footage of sign Special Conditions THIS PERMII BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION UR WORK 1S SUSPENDE0 OR ABANDONED FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. 1 HEREBY CERTIFY THAT l HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLAT OR CANCEL THE PROVISIONS OF ANY OT R STA E OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. Signe��f� ✓�'Y� �2 Date 2, z..z LICENSED CONTRACTORS DECLARATION 1 hereby affirm that l im licensed under provisions", the � Busipfss an Professions Code, and my license is in full force and effect. Contractor (signature) � /d%? J1µ- cA-d+ -•-(V Date ?- 2 Z `�� OWNER- BUILDER DECLARATION ( ) t, as owner of the property, or my employees, with wages as their sole ccopensation, will do the work. and the offered for sale. 1 ► I, as owner of t e property, am exclusively yc�ntra ,ing with license contractor's to construct the project. Owner (signature"'" .9___24 �"`�"�' i Date 3- structure is not intended or %.1SM���u S'. n `�G�`v;`tiafi+'°Sboa•w.»a,.+....w CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 r; CType of Inspection Site "'Address Requestor - f 0140 h 5 Special Instructions .�.+a•r m,..0 �+..nl+wiir:uAbMkdV::t'fikt: Sti:.??�:JSXd:7L�SCar�n`�: INSPECTION RECORD PERMIT # °,/9/�' 9 Date Wanted )23/ a.m. Project ' °,y/// P,,LCJ Lo *66 4 Phone # ,2239422 Inspection Results /Comments: 514e0 .111 /t0- . a /a//*i Inspector Date ?/6-1( iii. 1J`.- isiilnitlJY .:t::.r.W1K�✓/.u. -...u. u.... rw +.......+.......m+...arv..�»+.. .,....�..........�............, CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address YS C. PL S.. Requestor Special Instructions AO ALA AcumAl. / — •. INSPECT /ION RECORD PERMIT # �. 5:V C, x -1 Date Date Wanted 1 p.nl. Project ) a / 9 Phone # 2*2- Yk-lo o Inspection Results /Comments: `CY' (-Cio'S fSo,rc.. Inspector Date! 2' 47 CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Wsshinaton 98188 (206) 433 -1849 OIM Type of Inspection Site Address 1 - fir' Pc- ��� . Requestor INSPECTION RECORD PERMIT # 6e Date 7i/.?( /c Date Wanted R Project �r- Phone # 2-2-- 8 - �c.a c .m Special Instructions Inspection Results /Comments: (? ujg 5 to 4-e Picaeiii irriK Date :4) 4*: iC'oub1K`tix,'T ?A�'t:!4Ys' AYR' sfq• �ar:s.:k�eoa.�.u......,..u..... , CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address IL siS6 37. i�L c • Project U`�.J Requestor G •l-ij .S 4 Phone # Special Instructions INSPECTION RECORD . r PERMIT # Date 7 - - Date Wanted je44/7-0"-cl `a x. v r .r F L•< � r • n. a. d... >,. cb r r n Inspection Results /Comments: _,04 1 iG1„-4 /a11,12 N- 6040 L940.1.1*- CeAt0AU Inspector CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Te. of Inspection F/e/ l4 //V G to Address / s 3 hD P G, / .questor INSPECTrN RECORD PERMIT # SS-68 Date Date Wanted 77/Z, (��m Project 0.4 Phone # .22 8 -44 4.0 0 ecial Instructions spec ion Results /Comments: Date 'agifttlft24 CITY OF TUKWILA Building Division TukwilautWashington Boulevard 98188 (206) 433 -1849 Type of Inspection Site Address /G Z Requestor 1vdPZ 5- eO ) 3Lr w.............. ..vw .a tJ. a.. e�GwYw4l"s^+v�.n:.:3:vI INSPECTION RECORD PERMIT # S 6 Date 4/ - /o - kr Date Wanted ' f7 p..,. Project cU6/ 1)-cec) Lo f 9 Phone # 2 '/3 .e/ p.m• Special Instructions Inspection Results /Comments: 7g 7' ,G,ef/" Inspector Date /4//e,57 CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection rU 71 Site Address /6 '5 s- ice PL S , Requestor INSPECT,ON RECORD PERMIT # 6 SZ Date ` .c /-'- 5 9.1ua Date Wanted (J ).. y-s-, (.m) p.m• Project jJ..-T„/ -ex4). o �c, L•(6 Syste , Phone # (/ - g-7•47/ Special Instructions Inspection Results /Comments: /L// 13 f/" L — 2 itfr A-10/ G c��i,�r)7 fel t /iV &i J 772 /?& /2 ad Gar ,3 /4, 4 `I;?)411-- /AN' ,9pVD 4 ft / / /'J / L Inspector AM-, Date / /-' P� BRACING WOOD TRUSSES: COMMENTARY AND RECOIHENDATIONS C TflUSSPLATE INSTITUTE, INC., 1910 INTRODUCTION In recognition of the Inherent lately of a properly traced roof system, the apparent lack of knowledge oI how, when, and where to innail extenuate bracing, and in the interest of public safety, the Trues Plate Institute, Inc., In consultation with Its Component Manufacturers Council membership, hes undertaken the preparation of these mom. mends, ions Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, reed, senlatives of the academic community, and independent consultig engineers) have been devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing,practical field handling and erection problems info a sharper locus. Inclusion of the tentative recommendations for on site handling end erection procedures h one direct result of the consultation. 11 is planned to study further and enlarge upon these tentative recommendations. While the recommendations lot bracing contained herein ere Technically bel'edr -r 15 wet intended that ttwylle (nrnldarad N•e only ... method for bracing a roof system. Neither should (here recommends tlont be Interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineers design for bracing for a penicular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical Dreams*, In the wood truss industry, but must, due to the nature of responsibilities Involved, be presented only as a guxl* for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use, applica• tion, or relnna on the recommendations and information contained herein by building designator by erection contractors. Caormuow h1nN I owe ltll bo."1"n .pw.d Iwl M 1r•m blyrl - .— rle,rw 1141 send 1141 ►�►. Clopped belly Figure 11e) 11 Figure 1(b) GNAW red, -- -atlaliw etKtl,re However carefully wood trusses are designed and fabricated, all this Is at slake In the final erection and bracing of a roof or floor system, It tt at this critical stage of construction that many of the really significant design euumptions are either fulfilled or ignored, 11 Ignored, the consequences may result In collapse of the structure, which at best fs a substantial loss of time and materials, and which at worst could result in a loss of life. The Truss Plate Institute "Design Specifications for Light Meld Plate Connected Wood Trusses" are recommended for the design el Individual wood trusses es structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and It the only bracing that will be specified of the truss design drawings. Lateral bracing is to be supplied in the sire specified and installed at the location specified on the trues design drawings by the budder or erection contractor. The building designer or Inspector mint escardln that the specified lateral bracing is properly installed and that this Inning is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such ■s wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or oilier load tramper elements and their mnnections to the wood trusses most be considered separately by the building designer. He shall determine size, location, and method of connections for diagonal bracing as needed to resist these forces. Dregonal tar amts D•aclr g is recommended .err the plc formed by the top chords, In the plane formed by the bottom chard' and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection delalh should be down on the building designer's naming plan at pert of the design drawings. Bracing materials are not usually furnished es part of the wood truss package. end should be provided by the builder or erection connector. The builder or erection contractor is responsible for proper wood truss handling end for proper temporary bracing. He must assure that the wood trusses are not structuraly damaged during erection and that they are maintained In alignment before, during, and after installation. Temporary or erection bracing may follow, but not monetarily be limited to, the building designer's framing plan. It It recommended that erection bracing be applied as each trues is placed In position. 7 i design of wood trusses in accordance with TPI d1tign criteria *PUMICE 1, Truss members are Initially straight, uniform in cross section, and uniform in design properties. 2. Trusses are plane structural components, Installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. 3. Trutt members are pinned at hints for detrminatlon of axial force" only. 4. There is continuity of lard members at )ointa for determine• lion of moment stresses.'• 5. Compression members are laterally restrained at specific loa- tion" or intervals. B. Superimposed dead or five loads act vertically, wind lows are applied normal to the plane of the top chord, and concentrated bads see applied it a point. 7. In addition to the lateral bacirp specified by the trues designer, the building designer will specify sufficient bacirp at right angles to the plane of the truss to hold eery trust member In the position assumed for It in deign. 8. The budding designer (rot the truss designer) will specify sufficient bracing and connection" to withstand lateral loading of the entire structure. The theory of bracing is tb apply sufficient support et right insist to the plane of the Truss to hold every trues member In the position assumed for it in design. This Theory must be applied et three stages. STAGE ONE: During Building Design and Truss Design individual trues members are checked for buckling, and lateral bracing le "pacified w required for each truss member. The building designer must spcify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, to bead, tend to buckle together as shown in Figure tlbl. Thie may be accomplished by: Figure 1(c) Ctnllm,wuIernol n,•'e MOM 11.1In.. 8,0 pnm111111n0 buttery DI an cob m.nbn e1 1M sent rime aown.Ito Iru'ew It i recommended that diagonal bracing (minimum 2 inch thick nomina lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member requiring lateral bracing. This bracing may be continuous or Intermittent at tie building designer's option; however, its recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. The pound braces should be located directly in line with all rows of top chord continuous lateral bracing Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, putt a tremendous strain on all connections of the bating system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be tone so that If the trusses should sated to buckle or tip, the rolls will be lotdtd laterally, not In withdrawal. It is nol recommended to nail scabs to the end of the building to brace the first truss These scabs can break off or pull out, thus allowing a total collapse. As trusses are fit in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment end in isle coed ton until the permanent bracing, decking, ad /or sheathing can be installed. Temporary bracing should be not less than 7.4 dimension lumber and should be as long as practical for handling The use of shat spacer paces of lumber between adjacent trusses Is nor rrcommerded, unless used temporarily in preparation Tor immediate installation of longer continuous bracing 18.feet minimum length) Temporary bracing lumber should be nailed with two double headd IBd nods at every intersection with the brand member. Pre assembly of groups of trusses. on the ground. into structurally braced units which are then lilted into place as assemblies is an acceptable alternate to the one•.ls time method. Exact spacing between trusses should be maintained at bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple 11 a key connection is removed at the wrong time. trou M seine mutt be applied re" throe planer .1 referee. in IM •p:.r a,vu• in mum, slsbmly 1 lop chord M'.ruf110 can 14.0. 2 eels n'an•tme prow De vernal plan. Ierperdrude tin .Inert. cold 3 bull chum (ceiling! plane 1 Top Chord Plane. Most important to the budder nr pension ra)nmarmn n lx atugIn Vrr pl /w of ll.e lops bird l r'm Inv thu411111 wxepubls to lateral buckling before they are bread or startled It is 1. Anchorage to solid end walls (Figure 1(c)h 2. Diagonal bracing In the plane of web member, (Figure 11d)). 3. Other mans as determined by the building designer. 3 MOTs. I oo cr crowd knew for et oe ' Lrwrr n TIM «1st Ice Ito el I M coerce amen Ie1wN Poe. 1bIMr 1 I►i� tt\ t♦ r Figure 1(d) Poeln M I Conmoonnwe -donna e o,i0N CAM nu01/11e,N1 bet. Pop.. bore n.db to e0001'lo ode of rb p..enll Pro mmon.nl end mould b Ien.11ed e1 sepo..neole A rot I,I.Nt Cady STAGE TWO: During Truss Erection the budder or erection contractor must take adequate precautions to atuue that the wood Trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick up points, where required, a necessary to prevent damags during handling; tentative recommendation" see prerented In the Appendix hereto. It is most important to brace the lint trust at the end of the building securely. All other Trusses are tied to the first truss, thus the a recommended that continuous lateral bracing be Installed within 6 Inches of the ridge line or center lint and al approximately 8 feel to 10 leer Intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and sat at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NO1E: Long spans or heavy loads may require closer spacing between lateral bracing and closer Intervals between diagonals. Figure 31a) illustrates temporary bracing in the plane of the top chord for gable trusses. • 11 possible, the continuous lateral bracing for the lop chord should be placed on the underside of the ton chord so that it will not have to be removed as the plywood decking is applied The trusses we than Mid securely even during the decking process. It Is mostly unportanl Tor 111 budder or erection connector to instill Macme In the plane of the tut. chord for flat root or floor trusses The use of a similar bracing pattern 1s recommended for all Ilat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 31b). 2. Web Member Plane. It is also necessary to install temporary bracing In the plane of the web members. This bracing is usually �!n nnoia mambo, Incase II I /7 ,an lnutnwll - For double mwnbn 1w1 13 ,nib IMtk,toel ♦ ,r `4 totaled wnbna v,rbndr,lytraw E s.1..`� // `•fir �'howl doonan //' u w•awmury / 70 reel min t.. v+'1e ' quell %v Figure 314) pal• ,11.0 tow..., no. N 1e1n' Iwo Ir.,'w 7 redn•.1,1e +.MI •,tun 1110 N uun,y Figure 2)b) bracing system depends to grog extant on how well the lust trues k braced. One satisfactory method is for the first trues top chord to be bream to a stake driven into the ground and securely anchored. The pour% brace itself should be supported as shown In Figure 2 or it is apt t% buckle. Additional pound braces, in the opposite direction, Inside the budding are also recommended. Metalled at the sarne locations Ipaci led on the architectural plan Ic permanent bracing, and may become part of the permanent bracing. is recommended that diagonal bracing be added at each web mitten requiring continuous lateral bracing. If none is 'p chlid, It •recommended that it be placed at no greater than 16 feet Intone along He truss length for root trusses and 8 feet intervals for floc trusses. 11 Is not generally necessary for diagonal bating to run condos ously for the full length of the building but it is recommended that th spacing between sets of diagonal bracing not exceed 20 lett, or twit the horizontal run al the diagonal bracing. Rows of 24 strong beck may also be used to brace floor trusses where diagonal bracing Imre actral Figure 4111 illustrates diagonal bracing in IM plane of ih mrndx••s 1 nryre 411,1 Plume pie lateral atonement that ma orcut d 111,141 bracing is used without diagonal tuning 3. Bottom Chord Plane. In order to hold proper spacing on M bottom chord. temporary bracing d recommended in the plane of th bottom chord Continuous lateral bracing at no greeter than B feet 1 10 feel can clanelt along the truss length Is recommended full length r the buildup, nailed to the top of the bottom chord. Diagonal Precis g .t rwY•wl Yw,n. ,n.a, .t wvee.w putt A nos .,• eon, ,n will, of NOM., AeSI 10.0.0 YI,er le tee. We. N IM yr* s10nbM1. vs .er Iowa IsymroM1. OS. los ?0 IS 1 en mtg. row ou•M,A Is melt taw* alien tents snow Wad., lee flocs Figure ,1(a) ,e:,aw_0 00, 00110.110 6 Ise Figure alb) Tn,Y I, ye.0I Canlen.a,,l I0ww Yw„ee s0n?sM ew0m. W I porn., Mows le soy. between laterals placed al approximately 45 degrees d recommended for stability of the bottom chord. Oiagonal bracing in the plane of the bottom chords generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cars, temporary bracing in the plane of the bottom chard n installed at the locatiom specified on the architectural plan for pernenent bracing, and h, thenlore, left In plea as permanent bracing. Figure 5 illustrates bracing In the plane of the bottom chord. Full bundles of plywood should not be placed on trutrs. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (ouch its gravel or shingles) groped. ben, Yoe Sy Spew .t lose a,SI awl n sopanawenely 201ws ..., .N °)gun 6(b) !llG1 -FZ9 KZL w.d to undo p00 el pep chore Yae„11 m 00 0e. had 11.010 en. TM Swot IIystell Rolls moon.* II purlins are used, spaced not to exceed the buckling length of the 'op chord, and adequately attached to the top chord, It is recom• vended that diagonal bracing be applied to the underside of the top .hord to prevent lateral shilling of the purlins. Figure 61a) Illustrates the necesiw for applying diagonal bracing in he plane of the lop chord despite the use of cloudy spaced purling. It 1 recommended that the diagonal bracing, n spawn In Figure 110 , he installed on both sides of the ridge line In all end bays. II the ,udding exceeds 60 feet in length, this bracing should be repeated et nterwls no greater than 20Int. 2. Web Member Plane. The purpose of this bracing Is to hold the morn In a vertical position and to maintain the design spacing. In •Adition, this lateral bracing may be required to shorten the buckling 1) ea' w I A -I arm Ape.•n10104 In 0, 1„r14 Ns. , r Figure 5 M t t ,�. • t0.m.nd, loos Morel My el Newa•.n.my A 1SI ...it ,Sw1 s cane a.d. t00*0. Soya Ms,nt pleat RIM le 101st Iewtl Y w new • cool psi Mlles okM el 01.040 uro.r1 should be placed on the Puttee in any one erne; they should be speed out evenly over a large area so at to avoid overloading any one trust All mechanical equipment should be located only on the trowel specifically designed to support It. 11 should not W drop) »d or oven wt temporarily In any other area unless the truss we adequately shored. All floor trusses should be adequately shored 11 pallets of masonry materiels we to he stored temporarily until the next higher walls are finished. STAGE THREE: permanent Bracing is deigned and specified by the architect or engineer for the ttructural safety of the building. It is the responsibility of the building designer to Indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it le desirable to design and locate all bracing lo that it may work together with other structural ports of the building (such es show walls, portal frames, bearing wells, columns, buns, etc.) to achieve total structural integrity. 11 length of a web member. As described earlier in the discussion of building design and trun design (STAGE ONE), diagonal bracing or and anchorege It essential to tlabillte the lateral bracing. Diagonal bracing In the plane of the web members Is alto used to distribute unequal loading to adjacent trot's and to spread lateral forces to diaphragms or shear walls. Sparing of rows of dagonal bracing In the plane of the webs is a matter of Judgment to be made by the building designw, and will depend upon the truss span, truss configure. Lion, type of building, and the loading. Gw erdly, for roof trusses, the spacing range from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor truces the cross bracing should be approximately 00 feet on centers. Lateral 4x6 strongbacks may also be used for some floor tysemt. Figure 1 and Figure 4 illustrate Peeing In the plane of the webs. 3 Bottom Choed Plane. This bracing It required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces In the event of reversal of stress due to wind uplift or unequal roof or Iloor towboat. For multiple baring truss or cantilever conditions, portion' of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top Chord of simple span trusses. Bracing In the plane of the bottom chord it also designed to transfer lateral forces due to wind or teismic loads Into side wells, shear wells or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be looted at specified intervals not to exceed 20 feet. Figure 5 Illustrate' the use of bracing In the plane of the bottom chord. Thee recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel In the wood truss industry but must, due to the nature of responsibilities involved, be prevented only ass guide for theme of a qualified building designer, builder, or erection contractor. 7br.d0 be, 14 teem �- �ApprepmaYy In l 7/3 1 a non NnYx cowls be. e pta AI11 A suggested phocedule for tilting trusses Is illustrated in Figure All the truss Kan does not exceed 30 feet. Tying Figura Al2) {—wee, wdytoae /a ( similer111 For truss sham between 30 ten and 60 feet a suggested lilting procedure b shown in Flgute Al2). It should be noted that the Iinet from tho ends of the spreader ter "torin." 11 thew arts should "ter out," they will tend to cause buckling of the truss. 11 r• l 55(0 Top chard. 0100 lows N d.wne 1 0*.nl e.,1,M1 Figure 6(t) Permanent bracing must provide tufficlent support al right eagles to the plane of the truss to hold every truss member In the position assumed for it In design. In addition, permanent bracing must be designed to resist liters' fortes Imposed on the completed building by wild or seismic fonts. ,• permanent bracing may be subdivided Into three logical comps. nano: 1. Top Chard plane. Thls bracing is designed to resift lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggerad joints and adequate nailing, a continu- ous diaphragm action Is developed and additional bracing in the plane le generally not required. Some metal roofing materials may be depended upon to act a diaphragm when properly lapped and nailed. Selection end the of thew materials hat the discretion of the building designer. 12 APPENDIX It le Intended that this appendix contain only tentative recom• medations that may be used as a guide for on•sile handling and erection until a more complete statement can be prepared. There may be some Instances in which additional precautions will be necessary. UNLOADING. II possible, trusses shall be unloaded on relatively smooth ground, They shell not be unloaded on rough terrain that would cause undue lateral strain that might result In distortional truss loins. Dumping of trusser H an acceptable practise provided that the puss we not damaged a excesnvely stressed In the act of dumping. The builder shall provide protection Irom damage that may be caused by °n•site construction activity. STORAGE. Care shall be taken ton not to allow excessive bending of trusses or to allow tipping or toppling while the trusses ere banded or when the banding Is removed. .1f truss fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in s vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condenutinn. ERECTING TRUSSES. The bus erector or budder shall take the necnary precautions to Insure that handling and erection procedure do not reduce the load-carrying capacity of the trus Trusses shall be installed plumb, at specified pacing end implant (l.e., truss will be properly aligned). 1/ --- weero.anM10/ gn a aN N 1 w lone* Figure A13) For lifting trusser with spans in excess pl 60 feet, 11 is recom• mended that a thong heck be used as illustrated in Figure A)31. The strung bask sboold Ier etarhrl m Ms lop web mmnlvra at Inter, Alt of applomnetely 10 last: 1 unties, the thong backs should be at or above the mid height of the truss a as to prevent overturning. The Wrong back can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adaquauIy ruts bending of the pus. 16 Y!!!i ,Y III�IISt� 311 I;IO .yYY// a / / //. % 6�I►..IEt•h IIuIIuIIIIIIaIi uerer M . .:e„ R`.. II,+.I. C *�I�I! It/mIF/f/ 11�11_1=1 ==s to winsimumum I�IISIIRIIi�1IN1I ISll1111Ml111lisll- ts' 1"—' WY.. _� smee %/ //J I aeaasaa I% / //to l aaaIMI awe l r / //Y.' clam eeenna eSe,1: Ell■ % ,r :I MIMS Top chard. 0100 lows N d.wne 1 0*.nl e.,1,M1 Figure 6(t) Permanent bracing must provide tufficlent support al right eagles to the plane of the truss to hold every truss member In the position assumed for it In design. In addition, permanent bracing must be designed to resist liters' fortes Imposed on the completed building by wild or seismic fonts. ,• permanent bracing may be subdivided Into three logical comps. nano: 1. Top Chard plane. Thls bracing is designed to resift lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggerad joints and adequate nailing, a continu- ous diaphragm action Is developed and additional bracing in the plane le generally not required. Some metal roofing materials may be depended upon to act a diaphragm when properly lapped and nailed. Selection end the of thew materials hat the discretion of the building designer. 12 APPENDIX It le Intended that this appendix contain only tentative recom• medations that may be used as a guide for on•sile handling and erection until a more complete statement can be prepared. There may be some Instances in which additional precautions will be necessary. UNLOADING. II possible, trusses shall be unloaded on relatively smooth ground, They shell not be unloaded on rough terrain that would cause undue lateral strain that might result In distortional truss loins. Dumping of trusser H an acceptable practise provided that the puss we not damaged a excesnvely stressed In the act of dumping. The builder shall provide protection Irom damage that may be caused by °n•site construction activity. STORAGE. Care shall be taken ton not to allow excessive bending of trusses or to allow tipping or toppling while the trusses ere banded or when the banding Is removed. .1f truss fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in s vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condenutinn. ERECTING TRUSSES. The bus erector or budder shall take the necnary precautions to Insure that handling and erection procedure do not reduce the load-carrying capacity of the trus Trusses shall be installed plumb, at specified pacing end implant (l.e., truss will be properly aligned). 1/ --- weero.anM10/ gn a aN N 1 w lone* Figure A13) For lifting trusser with spans in excess pl 60 feet, 11 is recom• mended that a thong heck be used as illustrated in Figure A)31. The strung bask sboold Ier etarhrl m Ms lop web mmnlvra at Inter, Alt of applomnetely 10 last: 1 unties, the thong backs should be at or above the mid height of the truss a as to prevent overturning. The Wrong back can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adaquauIy ruts bending of the pus. 16 fn 0 =, M • 4. 4.4 Y.0 V .•y. h( rG .f N .1 r r h 11 W W T N co f�Y.:.'n V h Yi 1r f1 • = M BELLEVUE, in r CE�IG*1 ^nr "4' 1 .i (, aJ = ' `i 6101 � i JGJ.J0 Y. 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LL= 0 PSF - - '-.; ' C 4 If11 GNA:O _.OS 2 -3 2- 3 RISC 3- 0- 0 -6.000 69.0 4.3 C`= 10 P•f • 3- 4 7221 3- 0- O 0.090 20.0 10.0 ALL NESS 2ti 4 S71 .S10 HEN-FIR 707AL LOAD= 42 PIT ' is, CONNECTOR FLAILS IN 6VYc01' -DANCE WITH ICDO 9- 1 32T S. 0- 0 0.000 20.0 10.0 FEPORTS 3.•29 AND /OR 1655 THIS TRUSS IS DESIGNED TO SUPPORT VERT:CALSPACING= 24 1H. C/C DESIGN ° 1 EC.S. FOR LLTF^ IL°TAL PLATE MAX- FURLIN SPACE= 4.3 FT. , MAX- 111IBRACED LOT -CH- LEN.. 10.0 FT. LOADS As DETERMINED 54 OTHERS r.t0 SHOWN Ott CONNECTED W000 TRUSSES. 1F1.1335 INPUT LISTING. IEPIFICATTOM OF LORDING, INPUT DEFL. 1./240 4 .�, NOTE: LATERAL SRftCES AHD )UF•L:NS INDICATED FOR TRUSS nEt1BERS DEFLECTION LIMITATIONS. FFA1IUG IETHOOS. . • ,,1`? . FEFEP 10 CANG-I1 1. TECHNICAL SULLETIN ARE FEOUIF.ED TO FEDU^E E•U.Y' TAG LENGTH OF nEnP.EB_ '10 " 1PWLD UInD EFACIt!O OE OTHER LATERAL tF.ACIN.: THAT T18 FEA':E.CPEP. CE1T1 & 164 FOR FRAMING PRODUCTS AFILICATION EE NAILED TO TRUSS DENSER!. 1::1N 1112nCRi OF 2-10D CO:70N "IRE IS ALUNVI: REOUIREI3 IS THE RE_'PO1IS:BILIT1 L14T6ER. 15 •NAIL= 15 •� BAILS- FROVISIOTiS MUST EE ISi:GE AT END.: OR SPECIFIED INTERVALS OF THE FROJECT ARCHITECT OR ENGINEER. TCH LS= 15 CCH LS- 0 �1ti_ -y .;� •„ LUNSERLOR 121'727 FECDNNEMDED FOR LATERAL 10 RESTRAIN OR ANCHOR LATERAL BRACING. 5'i OTHER:- NAIL LUES(FSI) :iET RESIP.AINT OF NON-BEAP.IMG PARTITION WALLS 1't1 'ems CSMROS WEBS .. . LUIISERLOK 1712.5- REC01111E10E0 FOR MAX rani ntti nSti - i •e #`, •- CONNECTION C-F TRUSS TO SEARING WALLS GNA20 163 135 142 135 _, - LEFT OVEPMANG = O- 0 P.IGNT OVERHANG- 2- 0- 0 ','..',$;':- +{ - / 3- 0 0 4- O- 0 ... . 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IJ..gWWb 0 W-1 L 0�W M ' .4 N• QWQ0 ro wF 'JU J .4W O • N J HEEL = 4/16 MMMEER. 0-1/3 �� v'.• .jai .;.ti SPACING (TYP.) -.1--k- EXTENDED TOP CHORD HIP END NOTE: On all hip trusses, except Hipmaster (H -1), 2x4 posts are required along flat top -chord at 48 in. on center or less ( measured from corner Hip -Rafter ) to support rafter exten- sion, and at intersection of top -chord extension and corner rafter. Connect posts to truss with 2 -10d nails each end. 48" MAX. (TYP.) FIELD INSTALLED 2X4 POST (TYP. ) TYPICAL FRAMING PLAN COMMON H6 H5 H4 H3 H2 HI NOTE: On all hip trusses, except Hipmaster (H -1), 2x4 posts are required along flat top -chord at 48 in. on center or less ( measured from corner Hip -Rafter ) to support rafter exten- sion, and at intersection of top -chord extension and corner rafter. Connect posts to truss with 2 -10d nails each end. 48" MAX. (TYP.) FIELD INSTALLED 2X4 POST (TYP. ) TYPICAL FRAMING PLAN COMMON H6 H5 H4 H3 H2 HI THE FOLLOWING COMMENT PPLY TO AND BECOME PART OF THE( 'PROVED PLANS UNDER .TUKWILA BUILDING PERM 1 NUMBER S-3"--Cr . 1. No changes will be made to plans unless approved by Architect and Tukwila Building Department. 2. Plumbing permit to be obtained through King County Health Department and plumbing will be inspected by that agency (including all gas piping). 3. Electrical work to be inspected by State Electrical Inspectors and all required electrical permits obtained through that agency. 4. All mechanical work to be under separate permit. 5. All permits to be posted at job site prior to start of any construc- tion. 6. Engineered truss drawings and calculations shall be on site and available to Building Inspector for inspection purposes. 7. Any exposed insulation backing material to have Flame Spread Rating of 25 or less. 8. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report or as directed by the soils engineer. 9. Masonry veneer shall conform to the requirements of U.B.C. Chapter 30, and the following: Veneer shall be secured to walls with corrosive resistant anchor ties, spaced so as to support not more than two square feet of wall area, but not more than 24 inches on center horizontally. 10. Gas fired furnace shall be installed per the provisions of U.M.C. Chapter 7. Provide for outside source of combustion air per U.M.C. Chapter 6. Venting of gas fired appliances shall be as specified in U.M.C. Chapter 9. 11. Crawl space shall be provided with a minimum 18 -inch by 24 inch access opening unobstructed by pipes, ducts and similar construction. All crawl space access openings shall be effectively screened or covered. Pipes, ducts and other construction shall not interfere with the accessibility to or within crawl space. 12. Contractor shall maintain a copy of T.J.I. manufacturers installation instructions on site and available to inspectors for inspection pur- poses. 13. Provide outside source for combustion air. Duct shall be minimum six square inches in area and shall have a readily operable damper. ■r' Page 2 14. MASONRY CHIMNEY: Reinforce with not less than four #4 steel reinforc- ing bars. The bars shall extend the full height of the chimney and shall be spliced 40 bar diameter minimum. Bars shall be tied horizontally at 18" intervals with not less than 1/4" diameter steel ties. Two ties shall also be placed at each bend in vertical bars. Where width of chimney exceeds 40 ", two additional #4 vertical bars shall be provided for each additional flue incorporated in the chimney or for each additional 40" in width or fraction thereof. Additionally, masonry chimneys shall be anchored at each floor or ceiling line more than 6 feet above grade, except when constructed completely within the exterior walls of the building. Anchorage shall consist of two 3/16" by 1" steel straps cast at least 12" into the chimney with a 180 degree bend with a 6" extension around the vertical reinforcing bars in the outer face of chimney. Each strap shall be fastened to the structural framework of the building with two 1/2" diameter bolts per strap. Where the joists do not head into the chimney, the anchor straps shall be connected by 2" by 4" ties crossing a minimum of four joist. The ties shall be connected to each joist with two 16d nails. 15. Provide 5/8" type 'X' gypsum wallboard at walls and ceiling of under stairs area "pantry ". 16. Truss shop drawings and calculations shall bear the seal of a Washing- ton state registered engineer; and shall include all required bracing requirements. 17. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1985 Edition), Uniform Mechanical Code (1985 Edition), Washington State Energy Code (1986 Edition), and Washington State Regulations for Barrier Free Facility (1986 Edition). 18. The issuance or granting of a permit or approval of plans, specifica- tions and computations shall not be construed to be a permit for, or an approval of, any violation of the provisions of this code or of any other ordinance of this jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this Code shall be invalid. U.B.C. Sec. 303(c). a CIVIC 0 STf1UCTURAI. ENGINEERING SEW N:F.0 ( EMERSON R. DENNEY, PE CONSULTING ENGINEER RESIDENCE: 30000 101.1 S.F.. AUBURN, WA 00002 March 3,1989 City of Tukwil a Planning 1)epOr. tment 6200 SouthcenLer Boulevard Tukwil a, WA 981 tip, Attn :. Bob 13enedicto (x00)939.1373 MAR 8 1989 crr.t 01; %.UKVJ:LA PLANNING DEPT. Re: Residential Plan // 072388 ` by Crane I)eo gn, Kent,WA for L & B ;systems Mr. Benedic to: Regarding the above refe.ronced residential plan, 1 would like to specify an addition to the detailing which T prey iousiy called for. You will find attached a detail developed by the King County Building and Land Development Division for shear wal..l. p:.l.ers .-not meeting the L }1 -0 minimum width recommended by the Uniform Bui.ld.- :i.ng Code as useable for shear. T would like to see this detail incorporated in the plan set as defining the structural framing for shear wall segments of 21 - -0 approximate width. With this detail, the Simpson 111)! r may be eliminated. This detail should also be used at the garage front wall piers. Please call if you have 'questions regarding l:ho foregoing. Respectfully Emerson R. Denney, P. ii;. CITY OF TUKWILA APPROVED MA ig8g MAR 8 1989 PLA \f,.! N!NG n rT. 24"r1 2A4 TOP PLC+ T • NEADER -; BUILD NG D ISION It MPA 'JSzIES N PA NU ,I wok_ SN6A-1-1AING TO .I:( NEA!) -R AT 3 +O.C.B.vJ, APA RATED S1FATA I N61 sib° Mils, 24 /o EXP 1 :1.4* •1• APPROVED ROOKED -END WOOD TO CONCRETE CODU5 .TORS W 1TN 24004 GAPAC IT1 (t ) 2 -2x STODS NAIL S+i6A1 1116, to tACA STUD :1:I I:I; 4 NAILS AT 0,c, ALL PNATE, t:ALxERS i SCV DS ,4l III! 41r 2 -2.x PLATES ; I TOCkFLATS 1/2' 4 A,B, ?" IMBEDMENT 24tOEC# LATERAL RESTAN'T P4EL bETML'*a A NOTE: FOR USE IN G,ARAC, EkiD WALLS AS SHOWN. IF A FLOOR INTERVENES BErwEEN FOUNDATION AND BRACED PANE. Ti4E PLYWOOD SHALL. OVERLAP THE RIM JOIST AND 51LL RATE.. PROVIDE NOLDOwNS, BOLTS AND PL`{W000 A1AILUJE1 11S SNOWI4. PROVIDE SPECIAL DETAIL IF USED ACSOVE. FIRST... FLOOR . City of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard —Tukwila, Washington 98188 (206) 433 -1849 ORDINANCE COMPLIANCE PLAN CHECK UNIFORM BUILDING CODE, 198cEditior TO: G c Ec(s.vD 2 -4400 FROM: E? /Sat•f tkCTO 1 CREGMZ. DATE: © MA PROJECT: 6 L.OEE.L) EW LCD" SheetLot The following corrections and /or clarifications are required to complete the plan review u 1 E) FCX. Comp , i 0 `.tc E c.fL/ e.T V / , 6� . 1W71CATC RU-0 c,,-)t t r.) AA t F\cATiot-is C ke- CokME.CaORS "To T+4 E. E LANS ACRE tkEC' '{floe, b PcP\DRcuG c TkAis A- ppeAca-nCt . • ?E ; 61-PLIG :. CAI o 41" 1 of 2e) "-TAN. tatST VC--Stct N �, Cb,LL6 FOR 4X12 "Dp +12. / ePCANS CALL FOR, t 17/Fi LQ 44EO :� _, •� CFO •• `? ,f� Ns CALL ALL 12 3 I I - {�- s '/93>< 1Yz. 6L. 24F-- V4 LAM 3. 17 CA?A NG l 0PLtd Q STet,2 EDRN1 (10 /T2.MEMO) 'fitLtJE�OtC =�lt� L.oT coni-. `.- )scGrt GQLCs C &W RE:, 15 I- 2' F_ VA- -ANS Caw ti oce_ 5 /ex Gl-i3 , t)(- tG4 C ok - 51 •93% 6t6, o is CZ�=QD , Sheet 2 of Date: SMAIKS\ * a9 "005 @i FA-M•' M. u)ttin : 4XCn - 'os CAL p cod. eac ��t�nT �(� .l R :vz 6b1 CA�wr � ioT" 7 Ocot -t ON pL4ws . --- 40/1) 17 \( co EJ -Doat RM : Cc LcS C. -L, Foe_ 6 '43 )c \2 61._ -pC4[ CA-LC, e C3� Mtc, L Lams y U N -ict -t is Rei t RED ? / 20 (pt m- LI • RM , R t C E vD• ? C4LL acct` 0)(L CS. s - ■ - Cali Cx, i1 • Cad 6unnI-6m GALA V"' It Cietat4 do true. , — V141-46 cia4A- J6C ate-01)1J, - 2.� � /2)u-e).4-K) 3l,. /xi Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page 3 of 20 PROJECT L 1E3 Sys -vt s phi *4723 eW FOR c: rd�2._vS i9 P? Rnvi ?ec✓ 3ke7g Date: 208, /V/aSZ4Cr eec,/reoni closes ��aw =/8'O 7y to- 500, 333) =44.7 4// !_/se //"4" ri/r /z5 @ /lo" o. c , G'ara«�-y e 97'x/ (See ft. q). ,8ea., -) Carr y0h y East LIJa // of MaSir.r Bec/rcorv' 5/1.9,7= / e O 77-4 ClJK/ r= 9 L O %/oo f) // D .liaX t'06 f i'a// Cv= 5o(00-3.5-(//)+ e0c) *f- 2D z X13 / ✓- ?35(17/2- .i) = W1* 4* M=”5-67)4/63= 33,7804 Are? _ 6096 (/. ri, 9, N Z SrP Z 33, 7�0 /2) _ / e�7 3 ��05 I./6" 200 /, /� 4r An < .e/zoo o, 00188(93 ►(/ a /5/ �� `� use Mg se./5 GL 24F- V4 or % "x /3ir/ at Z4' P '4 543x1.314 GL ,.Z x /06/w ¢ Tr6 Ater 6 /9'01- z 9C /7) -14 //0 7) = 3440 sib ZL Rp� 7?t . 0k3(o- /sv) /5 % w-. (4x.6 71-l1))(9)f (zSx: €S-4- )((/) L ir00)74 2o = SicO16ri ate _ / /5 /(s�o /a )= l03 //I` /asl .. ok the. 6-7 x /3/2 &L 2 ' -1%¢ d5 a/Cler #7 ReE Pr _.... 1 MAR 161989 Emerson R. Denney P Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 ►� 7 ,, /< dois'el over 2ihr ■-J Room Try II /° x 13/4 4 /Were- /dins' 20.78113- 5= x/.13 "3 Z'_ 14144 AT 113. ' f> SEOLDICF0. Page of 20 PROJECT L ' 5 sfg Pa-pt_D723F�' FOR Crd4 -t..0. CS? f. r - -• �..; ; ; ',;""';_; i;,_ • �:'� - ...Date: 340/5? \`1� [rt „� >�'6 2 BCIO rst = 1.5 psi 4 n-Z 17'-4/1 a) 3.0o)4- e00)=-43.04 V Tr 430(as) _ 376$* 2 /24= 93o(r� 5 '_ /6466 #r MAR 1 7 1989 Ps • 2. ' rel 3703(1, 5. at /7, 22! 245((.15) -5ref ^ /to44bO(12, = r'o2" 3 Jo' (1- /S,) .11 r ?CY' 11 01/0 ..00/88(.43o)(r7,570.46.0 .o) =,519 .y L &e 3- /174 x/ l N%tcro -lao4 s "T26/. horr1`r 4 k z`4veon. Family &. ,1n j 1ia11 Use /17/e / / /1,1/;.re-Lass =51- 7 < Cv((cifl - 40. = 20 ` 2o65"o)= ,000 44/ /O'O(5 /2) rz 2440 4e Ares = 2 iV( /. ) 285 (/.1) A/%? = 3/25i" 5; = 31 2.6021_ z2w(/, /6) Use 2- /1 x!%4 ilik?ro- Gams' E. V462" 11.640 4,96 /, dothist A6e6vee.#1 Ek, /ry Pe / 5paK = !2� d W = 35�2)f B(ro)'- /3 = _/'5 * /20 /Lf e Goao/s 3 ? o k fir. ca, eft.1 V =5/ (z/2)f2500 0-90# Arel _ ;go() /k5( ) = 25:5'8,2 M,--:_5/-02-Vg 74.25"00 3: g) 186'2/A/ .5,e,1 = /8o2a(iz) /2eoa(1..r5)= 47. i6 "3 1156 3 - //, x /3/¢v M«ro- (ads CIVIL A STf1UCTUf1AL ENGINEERING SERVICES EMERSON R. DENNEY, PE CONSULTING ENOINEEII RESIDENCE: MOO IA ha 8.E. AUBURN. WA 00002 1208)939-13n STRUCTURAL CALCULATIONS L' & B SYSTEMS CRANE1 DESIGN jJ understand 1:1:J t;nw f �; :.;1 C " :ck �,t.:.,:frOv,- 3 are subject to c�.r,r; ,.._ :..,.... , .: api:Toval of plans (13:3 any d cO1J,( ( Hi -tif :J . .11. ... 1 �• DY Date Permit No�� Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page / of 20 PROJECT L le B Systitwts P/c x'647232,f$ FOR Craii e Deslyh Date: 2 //89 Roo (' Loads p4= /D psi' („ESL; 25 Rif_ 7Z. = 35 ps f Poi.` L-oas 6 . rde r emu. s s ,o/n Goad J/ip 7 t2 r /[72-/ .35(12)(14)A. = 3' Floor Loads Ocil /s DL I /D psF DG = /0 pSc rsf 7L = 50 psi' ,!eater Bedr -t Clv� i�zrr�, Goad : 35' #X "D61 i/o <s e ? Des / s Des y Carry i ny 8n . 0( 7'/2r/s 5pakt.. 5�o 774/24. leh i$44 =4492 =20' 2!J r 2 '(5a) z /a &4 of 1006(5/2)= 25-Do# ire = 25ao,J 3 "Z Ike 4x /2 P1C'1142 "D6 /. Jo;s t * v an - /21---0 P = 25'20 = 2t i (C/se Z5-2D# a = 36(!2) 71- $l( /O) t /5 = .6-4S#4 Point La&s are @ a/prox, A each �/-- 5/5(/2)/2 -/- 25"20= /016 44W615 /2)zl fZ52q/3.S$ /660/ 4ree =_41/00. bl/105(i.i.5')= X4(31' 4e /809OC/L,A4/. /s) . 78'.7',3 L/se 378 x /3'2 C G 24F -v¢ R - 5€' '/2 = 25Z 9 Re 36-(241/2)= 4240*. `T't' / = 2e zeD f /t1= /G00C )z /& = 0/254/ 3 6rQ� 3/2.5.00,/.63 �e Emerson R. Denney PE Consulting Engineer Page of e0 FOR eraKe -oes 0 R sib Garry: -/ Covey oI. t y 3*e 3Ye, c L am. P,9284 54i0 # 7;:y 2- Z u¢ �t��,o/s t�1' Re/ Vw 775-ps i: 2x 04/osi A= 2(5; 26) zl0, 5'' 1" J�c✓' , F0?-)/6.5 =1-7.V3 /7( tea)' 196 00.5)= 813£x° (0/6# OK =502346 54i0# CV. V3)7- the 3 -1)(44 HP Std. se-Ads ea. eptd oc,$s labs t GD ep,osite eked of 6. Iro%r mass p sofa' > 50t3# the 3- 1x4 HM Sid. S..ds Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 /1'/astiee' Beclroo m We/s& 5par,._ /i3-D y /lv/��lX�. w= 50a 333)1r...4.6.7 #/, Llsr:ti% %WTc/I/2.5 @ /Go.c, C'araut' � 97�i y ,8ea., -, Carr,/h q East /th // of Masttr .8edroo,m Span = /'7 i O 77"4 . 6ehd1r a 9 = 0 Cleor /1 o max. two Iv= S'o <y) It-350/1# k(10) t ao z 9'36/ ✓z 935 <17 /2- i) = 6614* /u c ?35()7)2/ 3$e*64/ A - 66940. 5-2, y, # L S Z. 33 Z:: /`7 "s . der ! /69 /./5 r �fOID i5) • .Z" 4r AV. S /WO c OP/ B86 934/7)3(140/1. %i = //El Emerson R. Denney PE Page '¢ of 24 - Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 4pt' Noe"- /=ra v+el a / Span = 22i- O ��cy. l a L/se // l/7111125 &.,/k.1/ C'ap6c /4 Zae>12 over /Vook SQgBn = /0. 5' //"16. = /4! Emerson R. Denney PE • Consulting. Engineer 38809.191st S.E. Auburn, WA 98002 (206) 939 -1373 C Page of 20 PROJECT L B Sys 4„..1 RAI 14 723kr FOR era•Y!C DkS4•7 Date: 2/V6.9 Posts r rG -al 1-7/cadrir. ram %l . wihc164 7'7= 7/2546 Az S/-0-1- rrj 4x 'Ft // = /DSO psi =l, 7x 0407s1",. ft (area ) _/q.Z4`'(/O5-d)z20,212" >7/z.64- LAC 4d = F(12),/. .5 27.4{3 /tit 0.34(/.7.( /0 00q,25) = /3050#> 7125 K (27, V3)2 1.1s� 4x to bF #2 Post ea. e.hd 4 =/7.2?Z Emerson R. Denney PE . Consulting Engineer �veyO Rs et 38809 191st S.E. Auburn, WA 98002 ?'or (206) 939 -1373 �MAL E Page 6 of 20 PROJECT L41s 5ysde,v,s p /ate *D ?Z3kS' FOR era,- , e es ? Date: yard ye /Coo/ 2a{Q-ers Ajax, /2! o w 36.'2) = 70'x/ V= 7002)Az = 4/2-0 NIA 70 02)% z 0.6046' 4e4 _ 412d01 = 7 ' 3°112. 5re4 * /20(12.),-, ,/, /13 u3 /!50( /4 (5) L/� e 2.e13 fff °2 Co 260 O.6, 112/e /si's over D/4 p=ly Raw)/ 5pavi _ 171 !ob LU = 356o) I- SC' /o) = 'g/ , V = 43oC17, 5)/2 =.374'3* �r V 8 142- ��5 . /ti = #ender A. 6-aree /14:211-Poor F= 2740 (see r. /) V= 29'o/ = /e7170# Area = 14f70 /. 57 � 22.611 851.157 Ilse 6)(6 OFIi? or 3- 2x B /fr2 /1/1=430(17.57/63 = / /‘4604f' 5, = /2 4/60 /�2) a 7/.6 -443 �f00� r,.� An, s 1/2� 0.00t6)86430)07,5)3044044= 577 *it Use 5Pe x /2 244 -v¢ ya ra” Ao'r de-rs 6paK -. ' G 4 /;‘, C!% /W/ i = /2.5' GO= _3562.0-16:: `)53 14X V� '/593(9 5/2- 11.5/2.)= 1725 412 Lt53(q.5)2/8 =5/l0 #i /{-re 4 _ /72-0 /! z 26).41'2' 5re 5//0 / Z . '41/ / 3 /300 L./se Co x /2 DP le/ Emerson R. Denney PE • Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page 7 of 20 PROJECT LX13Sys6 .s P /ah (072381' FOR Cra v, e Date: OA Pi-4e 23eayvi over L,✓a�y Room ,vei- = 27! 0 111rc1I'4 (Use 22/2 z W--o) W = 35(1/) = 38s x/ /44 256 t) = 275'x/ 1t= 385(Z7A2) = .SD's /1/1= 385(27)VA = 35; oS3*/ '4re = ,-6,2060g1= / ri z .5/el = 34 o83' a) /5-2.5-f 3 lre 0412 11/300 = 0.00/ 88(.275)(27)3(.3a04, s)_ /616‘ Ilse. .3'l x./8. 241E -V¢ POs L3 7 -r fore epiA j gwor Use 3- 2x4 .5euds /f� .5 W. ea, evad (..See p. 2) reader - Dt ;�v Res. W1;10411.4 Carr rhq 518x 13/2. &L V = .3763* (See ,. 6) Area _ 31630.51 85(1.!5) L1se !ox /2 Dp */ C Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 c Page 8 of 20 PROJKT ?5 4 z.r 'ir-672,38g FOR dram e £es/yn Date: OM n3 Rogow, doe; es yrakt. 1 D 6;a9G9, /G° o. C. W SD(/. 33) = 4,77M r'r/25 @/6"0. c' (54e r. 41) Post Seams pa►t. low O Max, 77/.:6, 41rc itt z 22.5/2 to= 5,90i.7.5) O.= 57h #4 l V= 573(/ /2 - O. Fr3) /2046 . /i4t v73(I ),2/ 1595 */'. ,4- = /2 3 . � q ) z 19.62# Z S,,e -= '26' -'9 (a )_ I 7 i 3 � •(2 ✓D t/se 4x /D t/= '`2 Mruou.L`' Simple Span Parallel TJI .' . TJI /25 Joist with Nailed Floor :" 0%,_ ....;.., DF.r1N� : :.. 111L, _ ,, ' .' SPAN LLD LLD TLD RI81 NON• .'“1. ' ,:1 • TED • • LID LID 11.0 REI N0N. •i,{'t . 1 • DU i' PAN 8 20 268 268 330 ,.. 8 330 6 7 230 UD u.p 1L0 RES NON- RES 230 1 8 282 7 • 247 201 9 386 247 8 9 220 490 178 541 6 220 0 10 1 155 161 133 146 198 10 .11_ 12 123 146 134 7 180 11, 12 132 99 134 152 165 12 13 ' 107 80 123 112 141 125 152 . 11 14 88 66 115 138 103 141 14 1 73 55 104 115 88 132 16 16 57 46 61 91 73 122 16 11 46 36 33 73 58 52 1� ' 18 37 29 72 59 47 11 18 10 30 24 65 48 38 10 20 24 19 58 40 32 78 20 21 21 17 ' 63 34 27 71 21 21 193 2� 26' 245 30 24 .65 22 23 27 13 27 21 58 23 24 178 24 19 54 24 25 13 250 13 21 17 50 26 26 128 142 1t 21 27 210 r 232 14 16 27 20 112 108 133 146 '28 29 196 175 196 15 216 20 30 ., 79 63 105 114 91 125 ' 30 31 145 160 164 183 '31 34. 18 17 63 50 99 92 '32 TJI /25 Joist with Glue - Nailed Floor DIPTN -171.1 ` ;;7" 'I111T: 1 a 4rir 1, ... SPAN LID; LLD .112 RES NON•;>r t' ' . REI'•: , LLD ' LLD 110 NU NON•i(''s . • + REI ?.. ' : r SM 6 18 • • 20 268 LLD LLD TLD RES NON• RES 330 ,.. 8 7 LLD LLD RES NON• RES TLD 230 UD u.p 1L0 RES NON- RES 282 1 8 281 201 247 :.8 9 386 178 438 220 490 10 541 6 161 198 1 11 133 146 180 12 375 107 134 7 164 165 11 13 117 87 123 134 152 '13 14 96 72 115 367 112 141 .414 18 80 60 104 125 93 132 16 63 50 h 99 79 257 17. 50 40 11 79 63 i, 361 1 40 32 72 64 51 ' 97 19 33 26 65 52 42 87 263 20 27 2I 58 43 34 , 78 11 21' 23 19 P 38 30 44 181 -62 210 33 28 A. I s: 11 295 11 29 M 23 , i. 140 166 21 21 811 i. 193 2� 26' 245 219 23 18 50 11A 27 13 107 130 •21 178 226 202 26 226 13 250 13 14 1 00: 120 128 142 1t 210 187 210 r Nolo*: 1. TJI joists are not cambered. 2. Values in drDY dreli'may be increased 4% for repetitive member usage It tho criteria on page 9.2 is met. TJI /35 Joist with Nailed Floor Load Tables /Floor (100 %) Allowable Uniform Load (PIF') Pa ye ? of 20 D5PTh 10 • 12 . 14 • • 16 . 18 • • 20 SPAN LLD LLD TLD RES NON• RES UD UD no RES NON• . , RES' LLD LLD RES NON• RES 7LD ', LLD LLD RES NON• RES TLD LLD LLD 1ID RES NON. RES UD u.p 1L0 RES NON- RES SPAN 6 281 333 386 490 438 490 0 541 6 1 241 285 331 420 375 420 7 464 7 8 211 250 290 367 328 367 8 406 8 9 187 , 222 257 326 292 326 9 361 9 16 169 200 232 294 263 294 10 • 325 10 11 153 181 210 287 239 267 11 295 11 12 131 140 166 193 245 219 245 12 270 12 13 107 130 153 178 226 202 226 13 250 13 14 119 89 120 128 142 165 210 187 210 14 232 14 16 99 74 112 108 133 146 154 196 175 196 15 216 15 10 79 63 105 114 91 125 124 145 160 164 183 11 11 203 18 17 63 50 99 92 73 117 125 100 138 130 154 171 162 172 18 191 17 16 51 41 93 75 60 111 102 82 128 133 106 146 142 133 163 19 162 180 10 10 41 33 88 61 49 105 84 67 122 110 88 138 138 110 154 168 135 171 19 20 34 27 84 51 40 100 70 56 116 91 73 131 115 92 147 141 112 162 20 21 30 24 ' 78 44 35 95 61 49 110 80 64 125 101 81 140 124 99 154 21 22 28 21 Ii 89 \63 39 31 88 54 43 105 71 57 119 90 72 133 110 88 147 22 21 23 18 l.` 34 27 rib 48 38 97 63 50 114 80 64 127 98 79 141 23 24 20 16 58 30 24 73 42 34 89 56 45 105 71 51 120 88 70 135 24 25 18 14 53 27 22 68 38 30 82 50 40 96 64 51 111 79 63 125 25 26 118 18 24 19 63 34 21 76 45 36 89 57 46 102 71 57 116 26 21 107 11 22 17 56 I,,64 31 24 . tb 41 32 1 13 52 41 ' 95 64 51 .167 27 28 106 21 20 18 19 28 22 65 37 29 i'• 71 47 37 88 58 46 100 28 29 i 10 10• 18 14 17.66 25 20 .61. 33 26 `F? l>i 42 34 i..62 53 42 t 93 29 30 SO 11 23 18 57 30 24 67 39 3I 77 48 38 87 30 31 13 21 16 53 27 22 63 35 28 72 44 35 61 31 !1'r ' 19 15 50 25 20 59 32 26 67 40 32 78 32 TJI /35 Joist with Glue - Nailed Floor • •% Il0 .... ;;.;uIi►• ill . •.1 14 7' .r • . .16 z.. .,, ~ 1I ... ,• 90 SPAN LLD LLD 110 RES NON- , , •• RES LLD LLD '' RES NON• ' RES 111 ... , LLD LLD RES NON- RES •. 110 . LLD LLD no RES NON- , • • • 11E1 • ' LLD LLD 1LD RES NON 'RES LLD LLD RES NON. RES 110 SPAN 4 281 333 386 438 490 541 0 7 241 285 331 375 420 464 7 $ 211 250 290 328 367 406 8 0 187 222 , 257 292 326 361 9 10 169 200 232 263 294 325 10 11 153 181 210 239 287 295 11 .12 140 166 193 219 245 270 12 13 115 130 153 178 202 226 250 13 '16 ' 96 120 136 142 165 187 210 , 232 14 • 1S 107 80 112 115 133 154 175 196 216 15 1, 66 68 86 106 54 99 122 98 91 79 126 117 133 132 107 146 136 131 164 154 113 111 172 203 19I 11 11 55 44 93 80 64 111 109 81 128 141 113 146 140 163 171 180 18 45 36 88 66 52 105 90 72 122 116 93 138 146 116 154 142 171 19 31 30 84 54 43 100 74 59 116 91 77 131 122 91 141 149 119 162 20 32 '26 (N' 48 36 95 65 52 110 85 68 125 107 86 140 132 105 154 21' 28 23 `: 42 33 58 46 105 78 60 119 95 76 133 117 93 141 ft 25 20 1 ' , 37 30 51 41 97 67 54 114., 85 68 127 104 83 141 !S 21 I1 11 33 80 13 48 38 60 60 41 101 11 11 110 18 11 131 64 20 16 53 29 23 1 68 41 32 82 54 43 1 96 68 54 111 84 67 125 35 26 21 63 36 29 70 48 38 89 61 49 102 76 60 118 18 24 19 , 33 26 43 35 55 44 ' 68 55 107 11 21 17 30 24 39 31 50 40 1 S�, 62 49 106 21 19 15 27 21 36 28 45 36 LC 56 45 i 10 10• 24 19 , 57 32 26 07 41 33 77 5I 41 87 SO 11 22 18 : 53 29 23 83 38 30 72 47 37 81 11 13 20 16 : 50 21 21 59 34 27 07 43 34 78 12 7.3 • Emerson R. Denney PE C _ nN R n _ Page ._11_ of _ Consulting Engineer PROJECT 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Z.4 B S e&s.$4_s Pla� - o7 23 P ge FOR e..,67kie Date: Q-AM I n d Aear -- hard e Fro -)-vt Crite nc/ I4 c4 & mo,4 exposure ,8 p _ Ce el gs .z = (o: 7)(r. 3 )0 7)(/) = /5...5, p s?' 201 ri0 � p (0.8) (/. 3)(17) (1) _ / 7. "sr Design /c 2 era/ resrseance 6y one. o/' fie f / /outh:y rrte oohs 1) L/se a ✓ai4526/e wait pigs 4- later-ea/ Niir1l%n4cN -t or Brea ice- in u)fill4. ai a/ nay( as rep. /0/. .S�eci; , had-clowns i7' rfuli'ecJ (Tor Cara ye front's aa.d 'evo,k eed -wall(?) . �) Lase rno ( }' gpr•r^ {t odr ed4 Aea9.sis .as 1)0r/id-neat cake/Ave-red eit'ap rkg nis ' o 'ar+r{er forces z`ri /hz!er/or (or o po$dtc Face) shear wal /s. 4,e411; 34eat'4 1v7 J nal4v191 617, d hold- loidyls Try /v1el4od. 2 c r o s s L a t e r a l 01.:101 Tree on $ 6 r c c c f a r r • (or f o r el m) • Garage Root flu= 154 5 (6 (24)/2 71-(0)(26)J 2820* L123sys /7% 0723 .98 rfsdL'L/ 55d1 o fi 0 -11 0 ; isle /2af2 2/6 /g 'Emerson R. Denney PE Consulting Engineer 30809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page of - a PROJECT L 4d13 -5:ysZe4.1,s 7 /ah *D 7231''3 FOR erd i re £es/ ;rt Date: 2.44.9 Roo( Aanti rayeki 669 raye l L /nrt' v�l ear -=242.040:-- '7/ 1 4 L/se l5�t1 ,5•W or i 1 "Wa7r6oara uN6loc4ed % 8d na;ls or /6 ?a. x / %2 "Sfa10 /es e loa ©.c. a ioatie/ 84es and /2 fr o. c. f re /d 'hear Pa i e /s' - raid Rear Gila .5Aear = 282042 e.8 /he I 5/32'' RV or 4'1 I-t) r6oa rd blocked, Sol nails or /lo Jqa , x /.// Staples @ lv 0.c. Co flat 7 e/ ea/yes l2" 0.c. ir) /J'(d ar Panels C/n le v ear L/3e Pk) or Cl a er- o or gat. x staples o. c.. /;, (ie/d /o ce.c/ / , -na;ls o.c, & p es " Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page /4 of 20 PROJECT L q' 3 Sy seda,- s.,..s Flax #'D723g9 FOR erase De4.1 Date: OA/ Grind 5! ear Ana/ysZs - A4 ai►-) .57Ej-u c64.re Cr /Zeria : Gilind bleary mpA exposure 25. 0-14/ p = Ce Cg $s Z = (D:7)(/ 3 )'i?)( /) _ 15, 55 pef ,20' lo' p _ (o. e)( /. 3)( /7)( /) _ /77 Design lateral resi:reance ,6 c, off" fle 7/(oufir9 rne744'ck I) he a✓ai 4a6 /e wa // p /»s lateral 2' o 01 ii1i%nt011. or tear in a), • 54ead natl as re %'a/. .Seeci; hold/- clowns if r used lfr C9r�s7e Rake`s aa.d 'iDn-k:/oal - aval /s') ,:, 2): ad •rbo( Oper {goer cAoAircli.Pt,s as r,e ja :ae4oi as 1)0r/to-plea/ cah ei /everec✓ eirliv Ard rsis 'z'b eta$4rrer Forces i%nierior (or opposite. . mace) shear Wa / /s. Spec ��`y 6Aea '4ie9) and hold- dorizs ry /4e7iod, '/ Grass laeara/ 10/4d g»rce on 56a lure •(or fort/ i) Root: ......= ..7. ...# ,.. 4 ,.tr floor.: _ /5q . 5r1`f6(0l? f 9/2.11± 7`.r3 4 = i 'L 15 'Emerson R. Denney PE Consulling Engineer 38809 191s1 S.E. Auburn, WA 98002 (206) 939 -1373 Page 66 of PROJECT L 113 S,ysted -*-rs plz1r *O7238 FOR _et:atie Des,y,) Dale: 1-744 :1____ Roo(Aaphray,k1 L/n it 5/ ea r = 74t Z � '73.7'�/ 2 5 / / else 4zpw or %2a ida r/SoaPo� uN6l'c ed a nails or /Co ?a. k / %2 "543aoles G a 'vane/ edges an o' /2' o. c. /h 71;'./o/ Shear is-- Lipp r r Spy "Rea r Llni- Shear =/58/ . „ Else 1542Pie or V2''Ida r4oard 4 /ocAed, "Y&/ ,/ails or /lo yqa. x /.11 siples @ 404 o. c. CO ,Qa)7e/ edges /2i/c.c. !n fieLc/ S t y ,_t a/7 i? .5 hear r / 31 U3e 14z f'hl or (2', Cda(er6o arc/, ljloc /e-a, 7181/5 or /4, /W.5:6,9, des a • lo'' o.c. G pane/ edges .i' /2a o. c. in eCcr 2nd ,lour D /pAnsp.m. lin 7e- 5%ear ^ /3'/96/2 (so, L/.2)= /34L ' [./Se 5 /8" 074/;) un6 /acAec:4 or /¢ "(nlir)1.rnc.(ti”) red eta, unIloc,4ed, IV /nails at. /lo g4. x /411 s -6a /ales C,� o. c. @ pane/ edges Oe /0" e. e. in 44Vel 4- Emerson R. Denney PE Consulting Engineer 38809 191st S.E. Auburn, WA 98002 (206) 939 -1373 Page /4 of 20 PROJECT FOR era n e Des��h Dale: 24 4/.. 'hear 77,r,e/S- Lower Sl ra- Rear /34/q6- .. 375'1 • lint S/iear =� �L�/8) the V924 Pill or /2' GlJa r6oa rnl, 6/o cLed, q &/ rraIls or /' ija, x / /2. `'S pies & ¢ o. c. fiaiie/ eci/yes p /2 " o.c. Feld ..shear pane is - Lower % L/se e ra e e ' P,ors co D.707 L C/nit v`tiear L 0O.707 3 +5f'2#2#2)= /0' c�/ �o ea. face ffd ale '%ZPW or 5/ �c94tZoard,oajf/ocCfe- 77ai /5 or /4 fat, x /%2'' Stole$ ? : 4." ji /2 " o. c. is die /d O.C. pane/ eci7es ist floor Dha p ti r8 9 .vi. Unit- .,5" eai^ = C3o_ ydL) /341'x/ [%e Sl8" (mitt/. nL 1) eta, Lln6 /OCIeS or 3y¢ 7ni,;7Imt,n,) nit /Nil, unIloe ied, "7 /Od nails or /G 84. x /3� a s•Z•aAles 49' o. 0. @ panel edye.s /0" o. c. • jn dpi • Emerson R. Denney PE Consulting Engineer 30009 191st S.E. Auburn, WA 98002 (206) 939 -1373 . Page 12. of 24 PROJECT Z 41B SysZ-eg.tis .lam. #0723 ege FOR ef'ane . es 4 Dale: 2- !o _ OVertarkt i. Q - Lawer y wear NO. of shear /dal/ ZektIVA 02&11002&4"-e() . /La C) Dead /cad i400{ lac 800.8 O fise '2hci P/c'e + ZIL lf �sF Wall .DL 3(/2)18psf Sp aki of ha /d! des Nor = 375C X2) aaO -O. 1p /ift•44 e{i, -e bL rvdc4ct4 ii a 211."0-pi se esit = $(32)(2) * /0(k(2) /9___r_,.z/oeks•'46 2 / neltOr -$D /ti b•rieaHtesi (tCee .5h t- ) /1/et L/p/; f e w Lice0 - 7/ Zr-361/4 '/1 A/O nee _ (q3L;, .5-ii ipson 4054 2) 1� Pro %a /e h0 /d dawn Vse 61;"nsee? I/P41 `�l2 -34 Oda. 6o%s dst 7 ?/e .- studs 41 6)-,,34.1/c4. anc! &/t 19 /2 1•iehes emiednet. S1' eH ol" . oola'- dduh4s 3/-0 Nora 375(b'X )" /2060#1 Lip /in- 6eiirc bL reduce &ht l_ : 3ii30 PI opt se ei,t c $ )A') 4- /b(l &(') 3.5 - g(/6)(¢)= /38446 Anal Or - eo /e. 5s , ec/,t , L /3 6 = 2731 ('See c5h t ) Net Uto/ ;Ft 3 30- 2 ..)/Arse , ADZ 5,,6edote, _ l2 2731 _ /0" 7D /0_ No net ev, /�Ft 2) nrov' /e AO/c.-4-0/0 rem C1se N 2,4 • tre2 )-54/ dia. 1016 ell/ f� studs 4 6)- "c %,. and! Gilt ir /0 finches ¢ptdedntt. "'Emerson R. Denney PE Consulting Engineer 38809 191s1 S.E. Auburn, WA 98002 (206) 939 -1373 Page _L of 20 PROJECT Z. sesSys644 s Pia pt. *0723451' FOR eiraK e besi;v1 Dale: *ate o/'ho /J- det,,-,s or = 375-000). 2 /t44-i L /p/ft 6ersre. bL redtcc tric,r, = 2/040 z 323,0# 6.6- 2)1. o» sey+,e,le ^' /3 t%1 # 1 Net t /p /.it 32 30 --' V=253 net uj> //Q- 2) l/ Pro✓I ie Add-dawn rthc�l or - 8O /t• filliedmerte (.See $/l ipso,i )/p2.4 5,76eo/01e. _ tree), 10 V (3270/ use J,;s ipst► i /D2A . i 2 )-6 -4 *do, 11D%'5 L/b d6% / f %i;de�_ studs eti 6)- 54" . and, Golt /42 i� cl,es Q!„ Ied,,, t . OP, oche/ deuh•,s =' f r e bi rrdcc c eicrrt 2)L en se ►,e,)t Nor Net Up/dig-0 A/o net uldt' t 2) %ProV,c/e /7olcf do tell Ar,c /tor -8O /t Fu4teo'.(elie ( ,See .5ht• C.isd 6Z Uc/s 4( 6)— t4 i►ipso), 576e C )- cha, 606 i'73 0/ 04a. 'good: Ode s`'% /r,c /its QI,,6ed.)c Emerson R. Denney PE Consulting Engineer 38009 191st S.E. Auburn, WA 98002 (206) 939 -1373 . Page It of _ O PROJECT Z. lig $ysh .s p4A-t. 647238el FOR Date: OM 1b ID Qvertur-rt I.-15 No. of Shear /dal/ = Dead /oath Roof t.z Is '102) =8 o f,sF i Lei y ` M � _ ® ± - _ @ 2ha//fir D,i(s1)0/0,5( la,/ 2)1.'4 V3Oz) _ l psf V4bofrt of hold- dotes = /' 4/" ,nor 675(()(2> = /4 ffe.trio ' 4/ft Ie(ore bL redt4c6[ryt /0 00 = 72000- PI "on seywie,,t - g0,6)(2) -71:0)(2)=334# Net. uplift = 7200 -. , ?032x' - I :._ , �le net ulb/�_ 1) ✓ %fro %de had-do-ten L1se Ancit o-r - $o /t' Fn4edme,t (,5'ee .5A t- 5IINpson 14024. F,r,ed i•t. _ Win /34 (.75•7 51:+apsoe? #1'7A'3)- /''da, k zt c//•6 /. ✓ 71/7;/e studs / ca. and volt T /? b;e.hes ehtIedntt. 4,9 frl o(. i'fo%d s ! 6`' Nor 75(00(5)= 27,000'x' 14 //ft- 4E(re b redue &trt ¢ 27000 z l oo* And: or - $o /t' Sided ste,it� (,See SA t. ) 5ii+rscci M1074 &u6edri. _ 11. 1 , /5(0 7 D/ Use �br Use 6 :sipso,-1 hb74 *3)-7/8/Via. Iota studs 41 0)-- / 41' c4:7. and, bolt 'Y /8 jrteI,es enjednct. I'L on 5efeitiefie = 336* Net /: (t 7R 90 i ✓ 42* / ) No net u1W ? 2) V Pro✓,tJe hold-dolor) Emerson R. Denney PE Consulting Engineer 30809 1910 S.E. Auburn, WA 98002 (206) 939 -1373 Page 20 of ?� PROJECT GI 8 Systrn vets Pla h *D 7Z3 ire FOR era "e Des f9 ti Dale: 2/4,x.,61 4bn-t o f ho f /- dowIls = 2 "-lo" mor ,s 675(0(3) Zoe*" s l(g ZOO z fa ged'i 2.s 14,4n- 6e,cire bL ridiec t iti 1�L els seyote•,te = 61 e /eet) iQrrclror - &/t' Fn, ec /ite,t (See 5At' ) Net -L //J /: ft o 6 zetk0 Sri i so,� /71D7,4 P I) No net a1W' ? EwaSedni't. _ _,r1 AD _ 2) ✓ %fro %de kW-cheer; (76' ?D Use l8 use 61;t, psehl Y7 ,4_ `1(3 )-74 odic, Jolt's d61 e ;de studs « e1).- / 1 `fClia. and, Go /t l' /n cites video/pit. 9*-1 of held- d0ur,.,s L/A % • e�sre l�L r Bite c elCh -t 2L on seyotoii or sled: o r - tfo /t' b,,,6ed•, , c (,See .511t. ) Net L /p/:ft� .51 'Npso ', /) Alo nee 10 /,fie 2) %fro %de ho %do e n; L4e 5i i,lnsp, -; /( ) - odia, 496 ii•��A studs 41 6)- nowt p.;elres em -e• t`. TO: Cit of Tukwila PUNNING DEPARTMENT 6200 Southcenter Boulevard — Tukwila, Washington 98188 (206) 433 -1849 L Lk-- L MSt,tv\c 1?0. '$o)( 58p05 /Revd -ova u c1 SQ 58 FRO i ._.b ev1�d 1G DATE: 1-7 JOk1A SCA PROJ /PERMIT NO: 89 - 0051 SUBJECT:'i1()eytheL) lct` WE ARE SENDING YOU THE FOLLOWING: Q Attached [I Under separate cover COPIES DESCRIPTION THESE ARE TRANSMITTED /RETURNED: 14Z 1tO A YeOt €u) (, misoll,, (] For your approval [] For review and comment [l For your use and information For correclti,ons /revisions .D As requested i l Other: COMMENTS: PLEASE: J Resubmit for. approval Return corrected prints (23 /P4.LTRANS) (LR 109/87) ti Citc of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard — Tukwila, Washington 98188 (206) 433 -1849 TO: G 1ehl/Wk LOC-kW/A-- L. 4 s S'C G - -1M� twc • 1?O. ''go)( 58005 1Revt-k-ovi Ii3P, el S056 FROM: r ob Ijevlec 1G- DATE: 1'7 366N EYI PROJ /PERMIT NO: 81- 005 SUBJECT: tI)eyt eu.) lok` -Q l t.keu).Festckev‘ce-, CclAsk. WE ARE SENDING YOU THE FOLLOWING: [j Attached Under separate cover COPIES DESCRIPTION 'W € * 142- 17k ■ rGot €t Comes, %Aks. 0 a THESE ARE TRANSMITTED /RETURNED: For your approval For review and comment For your use and information For corrections /revisions Q As requested [I Other: COMMENTS Cab g th-s i PLEASE: [I Resubmit for approval (23 /P4.LTRANS) XReturn corrected prints (LR 12/29/87) TO: 1908 FROM: Cites, of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard - Tukwila, Washington 98188 (206) 433 -1849 ggvolo, Lockorc1 13c)b'eIn6- d tc DATE: 11 ecA ORDINANCE COMPLIANCE PLAN CHECK Sheetj.ot ?. PROJECT: 5t E ((t1t) to %'Ai -cot- L4 l3 6c -6(ms. l 89-005 The following corrections and /or clarifications are required to complete the plan review. Qc dl ov►Q1 44roc,-1-ovaA w1 formak Iovx is rectoored 40 clowtevtewk- CowIpltavtc6 U)%4 Lia34, ClNapker 23 • v . r /� \ .00Y- reivvli `LAY i Incu) CiIY (OV1 oc '9atn tv . all areas OHd (1k 'propo beau u1 c oa.\ls avkd beam c, 6uppoYkWC -k-\A -ct nde. Re' oo tck�. geAvock-oral . C A c u 1 a1c to ols -Coy arms` oss (t?voit5vacAtA3) Vv* Coot -red M 6kavtdav -d 4-r045 A o t' -C"ab I es , Q1 1"-21 1 c16 Mi,oc4w& Cakcolo1/41- taw Cole all beams IAGlocktt;n Mtc■ro- 1_,awt'," Cal l -oo 1' oD6w doo■tr/wtA8ou) L0644- 13a11 o Vawtm l "Roo uvi ' Load t•Rosc -d 600,1< «od 'rob koe C.'otA kcie✓r beam cleStA, (10 /T2.MEM0) • • \ UEvOtc -cu Sheet Z of Z Date: t"i SaK * E3 -oos 4, Gwydk-tr -E-YO S (70e-V - room ?rod JCr a ConCeAktreAect toad a4- t•lov -1-1A Walt oC Maser &c (ooW%, t& ck ttA 5oppork-e8 btu double Sat�t ooev- ?wkYul atr a. F oo td€ S GA-0m CCOCOICA :b0•A$ - qOakt-ciA -Fln double Jotsk- St,ppovt, eFroot8e cie- Fouts o Gv\d 1060.Y- tin f ow 1. I/10 LO toad. ilratAc›Cer (utll IoE Cowt41eled 4o CootA8G4t0IN raotc'k CatCLAADtAS 4-O claktit�ti t �E .iotS�' 'SvPporf 1 OOev- d' t vn 'Coon \ •lovtde 4vucko CadCV(a4-touts cot 'idte w>`. oar 1.401tn IoW% i Codt oo - proposed g.tAck bewetn IMewt66r o. td oac k u) -�44: Cf)UTAec41otA WA( be wade, 2X(4) ya '+ws a coax . roae €xc % aIlrauxo 6lc-- 'Qeu tse . �� • <roOtci& d.estc \ Cacolattovts atkd cletatk of 4-I46 lakcYat -erca -stskt oc -his 5640 E , Ci w tkA. -6\c- -mil a OA 6t-a- L t e xL ayclnty -cz• Or Svvrcer, City of Tukwfa puiu osAmMem 62 r Souievcrd - Tukwila, Warinceco 7e1E0 0061 AU- 160 c ORDINANCE COMPLIANCE CHECKLIST Uniform Buildin Code, 19 PROJECT • 'j 1 Lt=2.L k E1D LOT 9 iij 1(o4l0 -- FL. ��, 1. OCCUPANCY GROUP. 3.) M -1 ) -31E RCS, 4 A c er C�■QAGa Rr 2. TYPE OF CONSTRUCTION• \i-4) (-4-,6 t2 1 -1-4R. ON C \RAGaE. 6:-1Df2'. 2/ s 3. LOCATION ON PROPERTY •� f) M1k.1. t 1 i) OIKV'eR. TAf3LI=. 5A 2/4. BLDG. HT./ NO of STORIES• 2 3TOQ.1( 2b CA't22Fn L"5. FLOOR AREA • U ► _i2 ► 11.-C Ef' 6. OCCUPANT LOAD• Date: 1 73p� File: # Sheet 1 of 1 Edition. MAI“ Fe)R, Co OP-PC-A2- 9' 10 Totem. C �A) Ei 7. EXITING REQMTS: O.K. EIJ' D REQUIREMENTS 8. OCCUPANCY: Er9. � TYPE OF CONSTRUCTION• �1? Rota) $ -cutxl TA.a�CU,1NCt ¢ �C,(� E'O. ENGINEERING REGS. & REQMTS:. 1`IC'7V GN CNTCAIC.14.E �p C 04 C�M�� fil Gt�t4 "F C 1 1 . COMPLIANCE w/ W S E C x-112. COMPLIANCE w/ Chapter 51 -10 W A C �� NOTES: e • • Earth Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists November 8, 1988 E- 3473 -9 Ms. Moria Carr Bradshaw Associate Planner City of Tukwila Planning Department' Tukwila, Washington 98188 Subject: Plan Review Geotechnical Recommendations Lot 9, Silver View Tukwila, Washington Dear Ms. Bradshaw: RECEIVED art OF TUKWILA JAN 10 1989 BUILDINI3 i ePriJ We have been retained by Novastar Enterprises, Inc., to provide an opinion letter to your office as required in the SEPA conditions relative to construction for the above - referenced project. We have conducted a general site visit of the property, and have also reviewed the amended report and supplemental report prepared by GeoEngineers, Inc., dated, respectively, March 30, 1987 and June 1, 1987. These reports summarize geotechnical considerations for development in Silver View and include recommendations for foundation preparation, site drainage, and other issues that are typically addressed as part of a geotechnical analysis. We have also reviewed the plot plan and house plan prepared by Crane Design, Inc., dated July, 1988 and submitted by the owner of Lot 9 in Silver View, which we understand will be submitted to the City for a Building Permit. Based upon this review, we conclude that the geotechnical recommendations and limitations outlined in the referenced reports will be applicable to this project, and if followed appropriately, should adequately address the construction requirements for the project. We recommend that footing drains be installed around all perimeter footings and tightlined to the storm sewer, that foundations be placed on competent native soils or on compacted structural fill, and that all cuts be made in accordance with the referenced report recommendations. In order to verify that the site conditions are as anticipated in the referenced geotechnical reports, we recommend that Earth Consultants, Inc. (ECI) be retained to examine the site and footing excavations prior to placement of foundations. 1805 - 136th Place N.E., Suite 101, Bellevue, Washington 98005 222 E. 26th Street, Suite 103, P.O. Box 111744, Tacoma, Washington 98411.9998 Bellevue (206) 643.3780 Seattle (206) 464.1584 Tacoma (206) 272.6608 a Ms. Moria Carr Bradshaw November 8, 1988 E- 3473 -9 • Page 2 If the plot plan : or house plan should change from the current submitted drawings, ECI should be requested to reevaluate the suitability of the site for the proposed structure, and to respond . to this effect in writing. Our review recommendations and conclusions are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Respectfully submitted, EARTH CONSULTANTS, INC. Glen Mann, P. E. Vice- President JPS /GM /kml 7 ••� Building Division BL ' ,DING PERMIT APPLI— \TION 1 y < � 620 Southcenter Boulevard � P) /� j y Tukwila, Washington 98188 Contrci a 87-0 �� f (206) 433 -1845 w • , Site Address / ( L./5 5-3 Af, Suite# Floor# Project Name /Tenant Lot 9, Silverview Valuation of Construction p7(n, 505' Assessors Account# %' %g(�L /� - ( �I Property Owner L & B Systems, Inc. Phone 228 -4400 Address P. 0. Box 58605, Renton, WA Zip 98058 Applicant • L & B Systems, Inc. Phone 228 -4400 Address P 0. Box 58605, Renton, WA Zip 98058 Archi tect /Engi neer Crane Design Phone Address 10803 Kent Kangley Rd.., Sent, WA Zip 98031 Contractor L & B Systems, Inc. License# LBSYSI *181D4 Phone 228 -4400 Address P. 0. Box 58605, Renton, WA Zip 98058 Class of Work: a New ❑ Addition ❑ Tenant Improvement ❑ Remodel (residential) ❑ Reroof ❑ Demolition ❑ Interior Demolition ❑ Other Describe work to be done New House Construction Type of Const. (UBC) Occ. Group (UBC) Square footage of entire building 3259 Square footage of tenant space Building Use residence Will there be a change of use? ❑ Yes a No If yes, describe change of use, including square footages of changed areas Will there be storage or use of flammable, combustible or hazardous materials on the premise or area of construction? ❑ Yes x❑ No If yes, explain I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT AND THAT I HAVE THE PROPERTY OWNER'S AUTHORIZATION TO DO THIS WORK. Appl i cant/Authori zed Agent (signature) Date (print name) ,l Contact Person (please print) L7hP: '2.- Lor1<c4Y'CL. Phone V/,2 g•— i-'L /OQ OFFICE USE ONLY FEES: Building Permit Fee (000/322.100) $ qO%(O Receipt# bc( Date Paid 3-,,7). 9 Plan Check Fee (000/345.830) ,5q(,00 Receipt# 72C// Date Paid J -�p- Bldg Code Sur Charge (000/386.904) 350 Receipt# ((e,,,- Date Paid3 -22 • • 5 Energy Sur Charge* (000/386.907) /.-0 CO Receipt# Y L1c. i Date Paid _ 7 Other ( ) Receipt# Date Paid *New construction only TOTAL 1/575,5A (OWES: $ q,Q.rj, 10 ) SQUARE FOOTAGE /BUILDING USE INFORMATION Square Footage of Entir- Buildina: FLOOR USE /Occ Type SQ.FT. UGC, LOAD USE /Occ Type SQ.FT. OCC LOAD USE /Occ Tvi» SOFT. OCC LnAl, TOTAL SQ.FT. TOTAL OCC. ■ TRACKING DATE IN DATE OUT ,� MIEN BLDG ^����.. ppro��o- issuance lype mor rn nst. To Mahan: Date Approved: FIRE 2�� "$� _i3 - ) Approved (Initials) -:�. 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Under Floor Slabs Compact Fiil to 9'% etre 3; CONCRETE e. b. r'oundotions and floor slab concrete shall be f'c -o.75 (2300 psi) 1,873 psi. maximum water to cement ratio; 5 -1/2 sacks of cement per cubic yard o,' concrete and 6 -3/4 gallons water per 4A lb. sack of cement - 2f00 psi resumed coes- presive strength et 28 days. Minimum coverage of steel; 3" bottom, 2 ° sides, 1 -1/2° mall *. 4; REINFORCING STEEL a. b. c, d. All reinforcing steel shell be deformed, intermediate grade, billet steel- ASTK A613..72 Grade 40; nee, clean and free of dirt. Splices, where located and approved shall be a minimum of 12 inches diameter or 30 b*r disme "tars. All reinforcing shall be tight].? teed and supported during construction. Welded wire mesh shell be ASTW -:18'. 3.' WOOD Ia.Per UDC Sec. 2304 !1. Jfoor sre paed tvee tuse, 2' Nominal HF No.2 x0, fb -1130 psf c. Beams, Heeders tine Lintels; 4" Hominid, OF No. 2, Fb -12!!0 os:. 6" Nominal, Of No. 1, Fb -1230 psi. d, Studs 244 or 2x6 Hf Stud Crane e3 eee723 psi for repetitvs use. e. Glu- Lam 8eeas 20F (Fb -2000 psi) orear UBC -25 -10 f. See Plans for plywood. 6. STRUCTURAL STEEL All structural steel shall be AWN A:6; nee, glean end free of rust. 7. STRUCTURAL FRAMING (F0-2400 psi) s. b. c. d. v. Framing to be in compliance alth UI3C Sec. 1702 Provide nailing in accordance with UBC Sceledule 25 -0 Provide solid blocking at Joist supaarts and bearing partitions. Provide bridging at mld -span of ell scans over 8 feet. Use approved joist hangers where reauirte, Roof trusses; Sizes to be ve:ifle8. detailed and faoricsted by truss soeufacturer. installation and bridging shall be per s+ansfattures specifications amp instructions. 8. sTU* iIALIS e. Use 2x4 etc 2x4 etude at 16° O.C. pee U8C 1702. b. Double top plates shall have end joint* staggered not less than 4 feat. e. All WI (mess on concrete foundations to be preesuee treated. 4. ROOFING a. Apply roofing in accordance with UK eye. 3203. b. Provide attic ventilation at Indicate4 on roof rraaetng plans. ($� MaN -De rlt1j 1� F) More 5-MtIcTut2-%04LA wcres kri-Picfrket) cirro mrkesE ikocw's 45ofieutceoe gakee5 0/4 °TNtS 61.teeli: CM OF ilirdiil.t■ APPROVED •MA`; 71 GENERAL N(ITF.S 1. Crawl space ventilation. mlnimua net area. 1 sq. ft. for each 150 sq. ft. of floor area. Openings to be placed as close to the corners as pracicle and shall provide cross ventilation on at least two opposite sides. UBC Sec 231e.r6 2. Crawl space, unobstructed access. min. 18 "x24a Sec.2316c2 3. Attic ventilation; 1/130 or attic area or 1/300 if 1/2 is in soffit and 1/2 is 3' above plate line.UBC Sec.3206c 4. Attic access win. 22 "x70° .1:1 men. 30" headroom. unob- structed, readily accessible opening. Sec.3203a U8C 3. In rooms not provided with an operable window of 1.5 SQ. ft. or greater, a mechanical ventilation system, capable providing 5 air changes per hour. shall be provided. Sec. 1203 UBC. 6. Vent dryer, bath fans, and ranges /ovens to the outside. 7. Garage and hou *e occupancy separation min. 1 he. taped and finished. Section 307 c 4 and tacle 5 -6, U8C.Cerage and basement supporta to be 1 hr. 8. Tile for shower ;hse' be 6' above finish floor with water reistent backing. V. Egress Is every vleeping room shall have a winialue net clear opening of 5.7 sq. ft. The gin. net clear opening height dimension shall be 2A" min, net clear opening width diminsion of 20 °. bottom of opening to be not more than 44" above floor. 10.Fireplece code compliance per UEC, Chapter 37, and local building dept. 11.Heaeth extensions; Hearth shall extend et least 16" from thefront of, and at least 8" beyond etch side of the fire- place opining. where the fireplace opening is 6 sq. ft. or larger, the hearth extension shall extend at least 20" IA front of and et least 12" beyond, each side of the of the fire=place opening. 12.Application and installation of insulation and vapor barriers shall comply with the 1986 State of Washington Energy Code. 13. Glazing in compliance with Sec. S40>fv, UBC, U8C Standard No. 5£-2 and Washington State Safety Glass Law. Exceptions Exceptions era es outlined in Sec. 3406, UBC. 14. Glazing in locations subject to human leoect such as glass on doors, ()lasing eithln 12° on either sidle of a door opening, glaring closer than 18" to s floor, shower doors, and tub enclosures shell be wire reinforced, tempered glees. laminated safety glass or shatter resistant plastic. 13. Sliding glass doors to be safety glaring, laminated, er tempered glass. 16. Shower enclosures shell be approved wire reinforced. tempered or laminated safety glass or shatter resistant plastic. Sec. 3406 U8C 17. Glazing within la "or floor and greater than in least dimension !hIT-1 eoeply meth tmesee teed!. See plans. Sec. 310E end UBC Standard S4A. le. All exterior yell glazing shall be doodle glared and comply with the 1986 Washington State 'Energy Code. THIS OFFICE ASSUNtS NO RESPONSIBIL1,7Y AS To THE PHYSICAL CHAHACTtft- ISTICS OF THE SOIL, OR 04t:5 THIS OFFICE VERIFY THE ACCURACY OF tHE ENGINEERING DATA SUPPLIED 8Y WIRERS. Crane Design has token every effort to ens,Jre the eceutecy of the attached drawings, however It to the responsibility of the contractor to check and verify eel d1rensi'bns. The sttached plans ors the prooer•tIr of Crlene Dasl n. We. Any reproduction of the plane will violsze cooyrlgnt Isms. The holder of the drawings oust pay a fee for the use or the tatetiel therin be subject to legal action by Crime design Inc. The putcheser of the piens alloyed to build on structure Per set of piens purchased and will be reeulred to pay additional fee* if more then one house le Constructed of aay heva a lettet of persuasion from Crone Oeslgn Inc. ENERGY NOTES PFfT 198G WASHINGTON STATE ENERGY C00E Provide and minimum added Insulation level of- A-78 Ceilings elth electric resiatafice Heat R -3O Ceilings with as heat R -3o Vaulted ceilings R -19 Wa11a R -19 Floor: over unheated aoscea R -6 At slab pezimeter, installed horizontally 24" under ashen conc ?eta floors ore within 12" or grad. All ;Hazing shall be dual glazing and sq. ft. of g1e31tg shell not exceed 21% of gross floor area, All openings end joints, in exterior walls shell be sealed, caulked or weatherstripoed of limit sir leekage. An approved vapor barrier shall be properly lnatellaa In roof, in enclosed tatter *aacoa, formed ehete ceilingo *rz applied 4ir'ctly t9 the und+steide er roof rafters, also in anterior walls. Install .o ail visoueen ground cover, lapped 1' -O" at joint* and extended up to foundation sell (required at all Crawl epacea) HVAC equipment shoe,. be nixed no greeted than 12311 of design load and a minimum rated output of 73%, Thermostats centtoliing heat supply to more then one cone eha a night setbecke iS +Ls art eireelaces shall be provided with; O Tuic n e. Tightly fitting flue dampers. b. teadily aceesible manual Or auto controis. Jtliil 0 198. ShOwcre shall have ! floe control device to iioit flow to a max of 3 gpsl per *honer head. . tflin,DINg Water heatersd ere ra iuireee to stet WRAC e0A -60. All Ideas. Design*, Arraneemants. Drawings and Ptens Sat FOAh On This Sheet Ara The Ckloinel Work. Product Of. Owned fay. And Ara Tha Property of Crane Nieto, and Use Of 1105 Said Wort, Produce Is Limited to A Specified Pro}act DI The Purchaser, and Farr the Coneti'u ion Of One Deeding. My tree, tease or Disclosure Of Said ►'cans. Rep'oductions, tee se. Oeeve, And/Or Anengements Or Than Ceene Deaien is Slrktty Proh,b?ed SYeavreVnheu1The Wt Uqn Petmisslbr,rl!Ctsne Design. Y:'J•':a= ......,,{. :: "�... .... .: r ... .. - ter: r:r .rf ,s {i. _ -. _.._. ... '%rtr(iti -r ,...'s..[._._. .. ,.,. ."Y/li.,Y•.V�+t� .,H14'N' ' :��'.✓C!' 'J'w' r' :� :/ 't '{+ . f. .•,,_.. r,•. ... _fi... »i .....1�`i -." -'•Si ••. .:} 'cis .,.SY... y.. ,.. ._. .. ter. Plan No. e'rfif ee art