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Permit 5465 - Peterson Residence - New Single Family Residence
CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - i8¢9 BUILDING PERMIT Work to be done Site Address Building Use Property Owner Address Contractor Address New Residence 14455 59 Av S Residence Stan & Becky Peterson 13310 Interurban Ave. So., Seattle, WA Barbie Lumber Inc. #BARB112230G PERMIT # _5" (-/c S' Control # 88-310 Suite Tenant 'e erson, an Assessors Account # 33659U- 1Z/1 -U4 Phone # 1622 65 Ave. E , Fife WA FOR BUILDING PERMIT ONLY A roved for iss_ai - y Zip 98168 Phone # 83$ -6006 Zip 98424 Date: // Sq. Ft. Office Storage/ use Ware Nis, Retail Other Occ. Load 1st F1. 2nd F1. 3rd F1. Total Fire Protection: [] Sprinklers Detectors Zoning R -1 Type of Construction V -N Fees sq. ft. @ 1st Fl. $ sq. ft. @ 2nd Fi. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 56,726 Bldg. Permit Fee Plan Check Fee Demolition Surcharges Other Other Receipt #6 361 $ 447.00 Receipt #x584/ $ 291.00 Receipt # 420/$ Receipt #430/ $ iR 50 Receipt # $ Receipt # $ TOTAL $ 756.50 Special Conditions FUR SIGN PERMIT ONLY ❑ Permanent ❑ Temporary [] Single Face [[ Double Face ❑ Wall Mounted ['Free Standing 0 Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Total square footage of sign Special Conditions THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK 1S SUSPENDED OR ABANDONED FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I 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 VIOLATE CAN ELF } T P VISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE Of CONSTRUCTION. Signed. " Date /d.I l`ai? LICENSED CONTRACTORS DECLARATION 1 hereby affirm that l am is ns d under provisions nof the Business and Professions Code, and my licenpe is in full force and effect. Contractor (signature)) XI C �iv / . be,") Date 1 , / 3-- ht OWNER- BUILDER DECLARATION ( 1 I, 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. ( ) I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Date Owner (signature) a CITY OF TUKWILA 'Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - 18:11-9 BUILDING PERMIT Work to be done Site Address Building Use Property Owner Address Contractor Address New Residence 14455 59 Av S Suite # Residence Assessors Stan & Becky Peterson 13310 Interurban Ave. So., Seattle, WA Barbie Lumber Inc. #BARB112230G 1622 65 Ave. E., Fife, WA FOR BUILDING PERMIT ONLY A roved for is PERMIT # 5" �/C Control # 88 -310 Tenant Peterson, Stan & Becky Account # 336590 - 1271 -U4 Phone # Zip 98168 Phone # 838 -6006 Zip 98424 Date: 1/ Sq. Ft. 1st Fl. Office Storage/ Warehouse Retail Other Occ. Load 2nd F1. 3rd F1. Total Fire Protection: [] Sprinklers Detectors Zoning R -1 Type of Construction V -N Fees sq. ft. @ 1st F1. $ sq. ft. @ 2nd Fl. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 56,726 Bldg. Permit Fee Plan Check Fee Demolition Surcharges Other Other Receipt #6 361 $ 447.00 Receipt #j 5R4/ $ 291.00 Receipt # 4,0/$ Receipt #44_ $ 15.5[1 Receipt # $ Receipt # $ TOTAL $ 756.50 Special Conditions 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 PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK I5 SUSPENDED OR ABANDONED FUR A PERIUO OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I 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 DUES NOT PRESUME TU GIVE AUTHORITY TO VIOLATE CAN EL PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. /4 Signed Date // Af.S bag LICENSED CONTRACTORS DECLARATION I hereby affirm that I am is ns d under provisions of the Business and Professions Code, and my licenl a is in full force and effect. Contractor (signature)_l �.7K..1 1114nbiv Ltiar. /s) Date _._�_ OWNER- BUILDER DECLARATION I, 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. I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Date Owner (signature) CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206)'433 -1849 INSPECTION RECORD PERMIT # Date 3 -...27-a77 Ty pe of Inspection 61Gl/••/ /Cle_ etel 6)-7/.d / /C�- Date Wanted -.2cd-77 (.m, Site Address /1/. j3 5. Project /U3/1,01.e/g/_. Requestor Phone # Special Instructions C /9s�f.. .,e65;..77 /fr"" u/r�! e'."evrzr : Inspection Results /Commen • 111 • Inspector, Z-..., Date 3 -°xJ27 • CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection 4,42e INSPECT 1,ON RECORD PERMIT # ,- g Date J— 7 - Date Wanted )141 Site Address /c/y'S "y 5 9 f , Ottk S, Project Requestor ��tcu� Phone # G /./y' Special Instructions Inspection Results /Comments: ,4 9? // /.. )7* Inspector Date 3 7— eY7 CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 433 -1845 IntlristSMIAYP Permit No. ',Date: f� 7 ' yr �f Job Address tf f 1 � 4-7,? CORRECTION NOTICE The.following items are found to be in violation of Ordinance and shall be corrected, f .7/Ii/ .a �. J / /) (� /`il/J/ 7 ' ", 4: Yf �� �f �"'� / '! %/• %' ��� �; l .• C 'R %Y l�i/�j'�1,. 5 '�,.^' 5014•,fi e,i''/V - ' lma / Ir �/ 7 �P ' 4 ~- t� . i ; 'C. / , r /95 Pt /4L /)1/11; / ,/ .:' '% iii % /' • ! i Signed B r ding Official /Inspector Shitraw o. V...,r 4Nwe ._... CITY OF TUKWILA Building Division Tukwila,,tWashinaton Boulevard 8188 (206)'433 -1849 INSPECTION RECORD ( PERMIT # (i6c- Date 18_,Q Type of Inspection Y ,, = Date Wanted )rte �� »•SJ�.m. Site Address (`-/N.5-S— 6-9Y1' ( S , Project Requestor Phone # Special Instructions 92.2 — / 0 Inspection Results /Comments: Inspector Date /- 2 4P -e?" CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection r;G /Ze'f Site Address J4/2/55— 574 %��•.Q 67. Requestor 1'4 Special Instructions INSPECT" ION RECORD PERMIT # 5VOcc Date / Date Wanted b-pa a.m. Project 5 J s,I(3 7e.e/ Phone # 7A9, //ad Inspection Results /Comments: � u),CQ Inspector rA- Date /.2/2 2 �� • CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433-1849 Type of Inspection J4/,SGaJ%/,it/ Site Address //— 4,—J9 di* . 5, Requestor / .�L 11rSi �' Special Instructions INSPE TION RECORD PERMIT # ri./l0 Date /P Date Wanted J - . -G�)' aim p.m. Projectig27,4.' /4'64i44t/c..4 Phone # W.2- / /?e7 Inspection Results /Comments: dJ' % i (/41-- Inspector - { t1 - Date ) a?'-a2 / ^40P4C2 CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection �lrroc��evi, Site Address /c /c /s -s- 59'4 Om S. Requestor fe6r4 6&,. INSPE ":'ON RECORD PERMIT # Date � _ /51, - Date Wanted 1i c a- 1 -Y a.m. Project eLt[.4.,_4tti)���w «; Phone # /122 - Special Instructions Inspection Results /Comments: A m Inspector 7G-1144 Date / Ai) bbiavuellorkuww CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection INSPECT ';ON RECORD PERMIT # Date 5.-Y6 5- 1 z - IS". —5,4) Date Wanted ,{ ,,.,4.,y a.m. Site Address / c-ic(s "S 3— ,c. Project ' Requestor (60-e ,fiz .,t_ Phone # 9 Z '2- – /a a Special Instructions p .m. Inspection Results /Comments: f;-a14-7i c k-ov� /.�r -LS Lam, f(' �'o 'ki sv /ate • i° �/`' p r Inspector Date /.2 / /6 /ft 1':'L'4MY.MS ti.'YtVl1M1M v+.uw.we� CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection / c)A Z 47 04/ ;i to Address 141.S - A v6 Se , tequestor e.t3Ta 7" 6-CS-0 A( special Instructions INSPECTION RECORD PERMIT # S-1-6 Date I f// 6 (88 Date Wanted / ( /I 7 Project ! eTe'n -song IeerS. Phone # .m. Inspection Results /Comments: /a/,'� 4 /e'/ %.9 Inspector Date /AI-7-8g City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary L. VanDusen, Mayor 88 -310: Peterson, Stan & Becky 14455 59 Av S THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER. TUKWILA BUILDING PERMIT NUMBER ,'z./ c ' . 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 (including furnaces). 5. All permits to be posted at job site prior to start of any construction. 6. Engineered truss drawings and calculations shall be on site and available to Building Inspector for inspection purposes. 7. 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). /a-.% .s ._.: • .. } {v.. SheetJof ORDINANCE COM'ANCE - PLAN CHECK NO Date: I0-17 -88 PROJECT: -6--6 (.4. It 38 ._310 /1,/t/ 65 56/ & ,5 Ca 1. OCCUPANCY GROUP -.�i C52. TYPE OF CONSTRUCTION V--N a-3. LOCATION ON PROPERTY Cr4. BLDG.HT. / #OF STORIES %,t -t .._ �'5. FLOOR AREA J.,/ 06. OCCUPANT LOAD Li DETAILED REQUIREMENTS '7. OCCUPANCY t.t . N ?LA (8. TYPE IF CONSTRUCTION 0/9. EXITING 010. CODE BEGS. 011. ENGINEERING REGS.& REQMTS. TAEIGE26 -u gPa% /v, K. 4 -fires o, -- Nvr-G kr)oF r Peexs 12(5-Q. S41Ts . �2. COMPLIANCE W/ W.S.E.C.. kzt(i1tu4=- a 4c-K -QT'S 0` k, ara. COMPLIANCE W/ CHAPTER 51 -10 W.A.C. 1+t . hr !�- !%!.. (-vt- eL ..................... q� .Ver -2) Cali 'x' ak f.'s/ PA .._11 X7,5^`/-0 U t-iLa iO7'C 1410.42 Cayrunte eryi, (260 C R, ..S0 T. 2XB. (e);75)6 )(5c) 3 EWAW007-.310.. X 10,10 C-zso F 1213" 01 4)(10 1E7F . 14 . i?Ro co M.-x, -014 ci i S,„-= ..15cO i gv 625 S tz -o 436 (z) (ts-ao Gif iowab( ()�o ) CZ) (5; -Y(9,z ) te-G .�- /26) TP G:doc ..oz&.... eet.. r 07 .._ > J'UD .�,... /1/4153 59t6A✓e. So. /ego/ :u /Qt ay WA e So S J of /o1.7., 33 O/A. // I/ /in wA/s SeO/t /e 6os cf v Tae s 'ax - //3366'70 -✓a y/— av PLOT PLA N Petersoni, SD AN t Becky 13 310 I #vrarwr4)aN Ave • S o. . Sea1t /e, wR V168 aura ose batik -For acv level -for cyrrox 50' S74pe for 30' of OH955i. 14 94.01' _9 + a RECEIVED CITY OF TUKwILA OCT 11 1988 e MUM. otr, TELEPHONE MEMO RE: 8 -,3.(O PERSON CONTACTED: (Vj L(V _gGL, OJt.G_ PERSON CALLING: �,�.t.., az.,c-I.QJ /' G DATE: ID -5"-n" INFORMATION ITEMS: lot: 1 y'155 59t4' Ave. So. ���h^ /7'ukwrla 1vA 98/88 =ec a . /01' c24 r the Sau th 3 ' of /ot 3, l3/ . // 1/ / /r» aA/.1 Seo/t /z Go rote", T ac -rs %tX - //3363"90 - /02 /– O� PLOT PLAN Pef'er.oN, SEAN t Sec isy 13310 TniterwrJx?N Ave So. _Societe., w.4 9 'I68 14' to M n 110' 99.05' 4-=- 30' Access Easem en/ To .5qt ' Ave. A✓ RECENE0 CITY of 1UKWIu' sEp 28 1988 WW1. DEM _S ode ' = ?_0' TO: FROM: DATE: SUBJECT: (7, City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (200) 433.1800 Gary L. VanDusen, Mayor MEMORANDUM Flo 38 a avt /a , --8g $2M JcCL M ij) / /mood P-111 e r `m&b yo x t/Q, 76, 5601 9,26, L.Ja 1 i a b ‘111,4,1.06 , uu'c./i Veal, o 2a.&07, CJc i_Adj (10 /T2.MEMO) JOB: BUILDING ENVELOPE HEAT LOSS BUDGET CALCULATION FORK *N geog f N BUDGET (PER ENERGY CODE) ASSEMBLY BUILDING GROSS SQ. FT. U VALUE AREA (SQ. FT.) 1140 U x A WALL • .14+ 122 1to2 (o • CEILING /ROOF ,. ,o20 1140 .1-1,04 FLOOR .O 2 1140 0.1 F VALUE LENGTH (FT.) F x LL SLAB PERIMETER' • • BUDGET TOTAL 1054 PROPOSED DESIGN ASSEMBLY U VALUE AREA (SQ. FT.) U x A 'HALL* { •051) Idlo �4. $)°1 _.1an0is i ill14401110_f•6.) . *2 ' 1' 4- cli•eve, 0602L(16144 112 MO . ad h 4P e2 12.1 -I- _1�_.__ .o2ly 1141:2 %le, 04 etpa • 043 114a 41.02 -� 1 __.. F VALUE LENGTH (FT.) F x L SLAB PERIMETER' PROPOSED TOTAL To meet the Code, the Proposed Total must be no greater than "Optional it permitted by Building Official BW -3 21 y.8� the iCi'14Yt Qotofl:K L* SEP 2 81986 wa wit . • v o O •- J �+ u 4J ro (13 L- W LL X LA c M • a sJ CL X r-+ Li **--* o • IA • 7 +J X v) 0) u 0 -- 7 r. -J • ro ro vt a) J O C y =_ -.. ro E ro a ro .+ u u W ►- F- LA • X 0 L a a • IV v, J-+ L Y 0 3 LA Q) L 0 ro 7 II ut J x rn N C • X J 0 v 0) u ro a 0) ro a) z c c .O H 0 L a) u - 7 0 0. °- u- v+ .- •,.' 0 in a 0 7 C J L Z O • O u vt 4-■ ro +-+ in u v u O ro x 7 J L. L G a) a.+ L (0 7` a 0) 7 r0 4-1 + 7 u a.+ L > � cr: • • WORKED BY c ro Usc Table *Mobile Homes E -2 LI- 500 -4 '- -.Heat Loss Calculation 3_ '72 `' •%' N. , ,.. .sszl I -;.f: .;._ .4r z PS Z � J �` �) c1 ---. \\ ��e- � ` \ _ \ ' Irl -cr 1 -.\ , 3 .. a — c t O Y .k.. . O I . \ g fi\ °L -it... - mi i O V " - O cy N N r O N t \\ O O \, Zug g. _s, z 0 -- .:1-- 111 "��iS \ \` INSTALLED WATTAGE , N - - - %: Tabt. b T.AIe 7 Q7 ' i P P O. Y n 1 • 1 .. _ ! M tAl tv rrttr Tlnv R- V'AL'JE� MATERIAL) SOURCE OF ONLY HEAT LOSS •/' ; GROSS WALLS £/ • (Cster;or) WA LESS WINDOWS: I 1 /�//���'Q' /i LESS WINDOWS : / GS 7�j oeobe�� 4sr7474vaille { NET WALLS : tr• l NET WALLS: co tr.tt :above ,rand CEILING: open beam • ( 1 FLOOR : Over vented lere.1 spate IFLOOR: over 'invented YnN urea COMMON WALLS : j_COMMON,CEILING: cc O O J e i Z a O . U " ;u2 L a VI1 • 1..0..,1[1••• . INFILTRATIONCcu.rt•) $onkan beferent WATT LOSS PER ROOM v o O •- J �+ u 4J ro (13 L- W LL X LA c M • a sJ CL X r-+ Li **--* o • IA • 7 +J X v) 0) u 0 -- 7 r. -J • ro ro vt a) J O C y =_ -.. ro E ro a ro .+ u u W ►- F- LA • X 0 L a a • IV v, J-+ L Y 0 3 LA Q) L 0 ro 7 II ut J x rn N C • X J 0 v 0) u ro a 0) ro a) z c c .O H 0 L a) u - 7 0 0. °- u- v+ .- •,.' 0 in a 0 7 C J L Z O • O u vt 4-■ ro +-+ in u v u O ro x 7 J L. L G a) a.+ L (0 7` a 0) 7 r0 4-1 + 7 u a.+ L > � cr: • • WORKED BY c ro Usc Table *Mobile Homes E -2 LI- 500 -4 '- -.Heat Loss Calculation 3_ '72 `' Sketch Building Section here: Ig (K-RAK r•Ati) 1 kwrf V? rijo ENVELOPE COMPONENT U VALUE CALCULATION FORM BETWEEN FRAMING Element R Value Outside Air Film At I fLrL 11,1.r/4P A '44 Framing Percentage _12r7t.' ------- Insulated fraction Framed fraction U avg. Insulated value ,Uavg. 2 0 Framed.N value BW-2 HAW/ -'IM rvfvta.V 1+ r-gur look wpw No veal, 610144 (ag i-1,404tt;) AT FRAMING Element R Value Inside Air Film .60 —ki."1_A-1A11 _ =IR -4174.4: -731 .Outside Air Film ...,12_ 1.42- Sketch Building Section here: ENVELOPE COMPONENT U VALUE CALCULATION FORM I I 1111.11 .11 MI ;rat till I V, 1.11 012191K Jp pAv • el)rwav , 44/ r-Wia" 1J014 k." 12.1°1 PAfr JtUk ctii4mz4e) BETWEEN FRAMING .AT FRAMING Element R Value Element R Value Inside Air Film Inside Air Film P.hgrr *VA 0 1.09 14_ et.yvio P.11/-fac!stv,e Outside Air Film Framing Percentage 101142__ Insulated fraction Framed fraction U avg. u avg. Insulated R value Framed R value BW - 2 Outside Air Film I ENVELOPE COMPONENT 11 VALUE CALCULATION FORM Sketch Building Section here: (i 1 AA BETWEEN FRAMING' Element. �pDi� G�G'fl�ll Vox niv)kkinvivi (0144114) R Value Element • Inside Air Film /01 Outside Air Film • . Framing Percentage 0 AT FRAMING Inside Air Film R Value U _ Insulated fraction Framed fraction U avg. Uavg. = Insulated R value Framed R value, , 0n:• BW -2' 6,,II r•ki.'. N1 P4- VIWP- 3' It46ui. " 'vox. ,GI ■ -- - Outside Air Film 32.72 • % 4LA2 L rig . JOB: BUILDING ENVELOPE HEAT LOSS BUDGET &IAN gei ( N'etwhi CALCULATION FORM BUDGET (PER ENERGY CODE) BUILDING GROSS SQ. FT. ASSEMBLY U VALUE 114o AREA (SQ. FT.) U x A WALL .144 1224 ry,. 2 �0^ CEILING /ROOF .020 1 140 .1.1,04 FLOOR • .0 ��% 1140 0.1 F x L 12. .1 F VALUE LENGTH (FT.) SLAB PERIMETER" 114'c' 21. (04 BUDGET TOTAL 2 eg . !o PROPOSED DESIGN ASSEMBLY U VALUE AREA (SQ. FT.) U x A HA IA,* ' .d2 I oo 4'. °I 11-110691.46 (M114AmtaJ.13.) . *2 I'.q' roei.42 3 Ocaorzh (0444 f i2 tt) • 1-1 GO' 12. .1 .Z�_t___ .021v 114'c' 21. (04 1.apa .04S 11 4v 41.0)- F VALUE LENGTH (FT.) F x L SLAB PERIMETER* PROPOSED TOTAL 1164/> To meet the Code, the Proposed Total must be no greater than the Budget Total. "Optional if permitted by Building Official BW -3 a AtCENV CITY OF ' TUKW t SEp z s 1988 sumota tali. 0. 0 u) O Z▪ O — J Q W � — J Q 0 m 0 0 •- J 4J U � L. Xirr1 01 •ate? v, CL1.' u L = 3 O Lt)� 4-' X v+ G) U 0 .- 7 •-• J v 4.I 0 ID N CJ J C1 C - - E N•- •- Ip (0 a� N 4-J o W f FO UL '.D r WORKED BY • u 19 • a II N s4-0 o to c c a� C_ .n .n -' L F-• J G) U = 01 •- V1 C D I a +� 0 z a N •- v,a 0 J L 0 • u zo 1. L 7 • ID L N O: c 0 v, '..J vi u O ID J L W Ip Q) 2"- u 7 0 • • N rte.•• v E 0 .0 0 f E -2 LI- 500 -4 .Heat Loss Calculation 3, =72 -.V. r- o � CCI o °� - .ice = o u k Z k r. : .., ....., , 4r- S •,:r• _' -icy , _IuI : c II p \ \ N 1 �� -r s. �ooL *• �- O • Ui a to •\ � ciS 1 r- 9 a w Sod° g icy c0 N \\ N i 1 �. ZOg w vo 0Z Mt:Mw Cu arnt.L TION INSTALLED WATTAGE 1� IV. - ;T.ble 1 t.Dl. I *Table 2 ... .! M O n O. P T - - rt.*/' GROSS WALLS 40' ��� LESS WINDOWS: wAirrzaailGIMP I NET WALLS : rr. -e t t NET WALLS : Con .bve grade 1 !CEILING: vented :.ttic An.e �I Z 'Li Ui 1 It FLOOR• over vented 1 I FLOOR: over „n.ented I COMMON WALLS: (0ulr:et* un.tt ' COMMON. CEILING: qtt: if un.t♦ i t I COMMON FLOOR: t PUITi3lf units 4 %. NF I LTRATI ON(ut.rt.) jun \.^ base.Kwt WATT LOSS PER ROOM m 0 0 •- J 4J U � L. Xirr1 01 •ate? v, CL1.' u L = 3 O Lt)� 4-' X v+ G) U 0 .- 7 •-• J v 4.I 0 ID N CJ J C1 C - - E N•- •- Ip (0 a� N 4-J o W f FO UL '.D r WORKED BY • u 19 • a II N s4-0 o to c c a� C_ .n .n -' L F-• J G) U = 01 •- V1 C D I a +� 0 z a N •- v,a 0 J L 0 • u zo 1. L 7 • ID L N O: c 0 v, '..J vi u O ID J L W Ip Q) 2"- u 7 0 • • N rte.•• v E 0 .0 0 f E -2 LI- 500 -4 .Heat Loss Calculation 3, =72 Sketch Building Section here: Gc.H. (K-rzter 11 oxri lAeco 04110 Q ENVELOPE COMPONENT U VALUE CALCULATION FORM BETWEEN FRAMING Element IdArt,t. beGf*IDP -1/d" rt4HoPV 17* free...T-14PM- wizAP I) epem./ 1.qqPct2- 6101-14 (ate 0#4414tt.) - R Value Inside Air Film • .1-2:74.:Firn4-01;,-- 12i> e4A/On • _111 ----- -_-_-_-_-_-_-____ Outside Air Film Framing Percentage 11:144_ U _ Insulated fraction Framed fraction Insulated R value Framed.R value .Uavg„ 2 • 0 BW-2 AT FRAMING Element R Value Outside Air Film 1.7„ Sketch Building Section here: ENVELOPE COMPONENT U VALUE CALCULATION FORM ' `e4-116t4 Jp paw ur«Iti•illi►u1�..It lilutl►i111141111s ut. iii 4-4( 14 ‘Pia" t1�S BETWEEN FRAMING V +1 11 11.1'u1•, (_UN(AG*io) AT FRAMING Element R Value Element R Value Inside Air' Film .q2 11_pr ttfr -k? - - - - -- x,09 3 %wawa Outside Air Film Framing Percentage ___- 00 _ Inside Air Film 2,e to -rr, _I da__ Outside Air Film _1ft- (/ = Insulated fraction + Framed fraction U avg. Insulated R value Framed Ff value Uavg. = ' O dill BW -2 ENVELOPE COMPONENT U VALUE CALCULATION FORM Sketch Building Section here: BETWEEN FRAMING. Element R Value Inside Air Film �.� INh+)L'. Outside Air Film • • ,col Framing Percentage 447 _ Insulated fraction Framed fraction U avg. avg. Insulated R value Framed R value 02� BW 2 L or ye- ev. 12-.0 itiukiienot4 AT FRAMING Element R Value Inside Air Film ,GI MPG. 112.1J2 INSUI.gT1"4. /Att. 2-- Tw,�gll .. - ---- Outside Air Film ��l?_ 32.72 x 4- IoNAL bRAGE 2 -12d ToE t�ML TO RO f- DIAPHRAGM %. ' :' hee SECTION `,q' / lL2 -12d los -NAIL SECTION ' - COMPRE6110N WEB 4LOPIts OR VERTICAL 4EE ENGINEERING ZX4 DII�GONAL FOR EXACT LOCATION, ,RAGE - ATTAc H To TRU55 TOP CHORD Wh2-EI d r TOE-WAIL EACH ENO. A (or MCY-ot ) r2.Y Co T — BRACE E E SECTION TRU5 5.4 A � d SP,AGED ro 96,110,G. ' te----' - 2xC T- E.RACE FULL LENC,TI.1 OF 7 COMPRESSION WEB,ATTIiCH WIT 168 AT 12 "o,c. (No oTxER Rr ,TRAIIJT' hEGTION '13" (ALt. McT►too) ncC.ESsA,Y) COMPf;r_,sloN WEE1.) LATERAL 11_1.71AC.ING DETAILS FOR TRU „c<., SPACED 4.'ro.c. To`IG, "O.c. PLYWOOD SNCATHING f OR Ix SKIP �ee''j 3' -O'aJ • IX/. COMPRESSION WEB 6RACIN4 4 END JACKS M RECxuIReo aY TRUS; ENC,INEERINCi� hEE COMPRESSION W6e) oe.TAIL STRIPPING ..J1 ;'� Mnx, �: Ohl FRONT SIDE FoIZ, IN /�TALLATION __ -- __- �� ..a �.��!- .F I - CHORD 2x4 LATERAL BRACING 7x1 LATERAL TOP BRACING AT .a1.0" 0,c, AT Ila'- o"o,c, MAXIMUM - ATTACH To HORIZONTAL ,EE PITCHED TRL55 LATERAL TOP CHOW W %2- I6d I3RAGING• Fog TRU 5s5 SPAGe•D To 43 "o.C, , ON FRONT yI DE FOR DErTA I Ls . 1 NO X- BRACING REQUIRED AT END. ENDJACKS WILL 6MILIZE LATERAL BRACING AT,,,START, X- GRACING W'!LL ,E REQUIRED AT Fot.L9WIi4 20t°` o,c, IniTeRVAL$. k CALIFORNI /., HIP LATERAL JRAGII\Ir; l')V:TA1L6 For. '5PA.CII.4 -a5 To 48 "01C. • PITCk .D . 24,110,C. TO 1- 8"O,C. --- • ZK4 LATERAL eOTTOM CHORD BRACING RQoF AT IG'- 0 "01C, MAY•IMUM . . .1x4 COMPRESSION WEB t3RAGIN4 M Re•GUIR60 : by TRUSS ENGINEERING. • 1•940g., TO `1(o "O.C, - 2X4 L- 51•{APED LATERAL 50TTOM CHORD ,RAGING ' AT INTERVAL' 'HoWN Bel-OW. - 201 TO 40' SPANS , 161- O 'O,C. MAXIMUM - 40' TO GO' SPANS , Vito" 0.C. MAXIMUM - GO' '4 L ,EY0ND • , 811-0" O.C. TO IO.0 "O,C,, . CONSULT ENGINEERING OFFICE. • . COMPRES ,t0N WE ibRACINCi TO 5E 2x4. DIAjoNAL OR 2xG T- bRACB. , SEE ENGINEERING FOR LOCATION REQUIREp• NoTE17 : I,) ALL 2 x`i• LATERAL OR L- 614APED e;OTTOM CHORD PURACING TO 5m X- ,(:ACED AT Zo' -O" O.C. MAXIMUM , AND AT E.ND WALLS. 2.) 2x 4 LATERAL OR L- 61- IAPE.D E3oTToM CHORD eRAG•I NC AND X- BRACING l-{O■N APoVF_ AND ON FRONT SIDE 15 ONLY REQUIRED TO . RESIST LATERAL MOVEMENT OF TRUSSES DUE To VERTICAL GRAVITY LOADS , IF 2.)44. LATERAL OR L -51 -1APED ■OTToM CHORD eERAGING IS TO e)e USED IN P.E'STRNININ , LATERAL I =ORCEy GENERATED `t' WIND OR hEISMIG LOADS ,THEN 17 15 TI-IE F,UILDING DESIGNERS RE�aPON5t131LITY TO 50 DE516N THE REQUIRED LATERAL. BRACING 4Y'TEM . 3, <iE..E e3 WT -7G .FoR TE.MPoRaRY BRACING REclUIREMGNT' ANIO HANOLINIG i. ERECTIoN 'REQUIREMEN-T 5 • (a) (.i71•,fm:011 190 :. . PITCHED E;.t� ROOF `"RU:� SEE 13YJT= -'1 , FOR l'EllFOr11,1z,1. 151'.ACING ReoUIREMENTS) • TECOMMEENGR.0 PR:RMANEf`tT LA ERE L-• ff,R c IH R Q,U1 EMl-1-1-5 TRUSS ToPCNoRD Mu %r 6E LATERnLLI' t5RACED WITH CoNTINUOU5 pl:(WOOD o�. SHEATHING , Ix4 SPACED SHEATHING .,; .../1:1A. irT I- o o,C. MAk,, oR Zx4 SPACED X SHEATHING AT 5.- o'o,C, MAX, `I� . • ` 77 �� ` 1x4- COMPRESSION WE13 eRACINC, SEC TRU55 ENGINEERING FoR EXACT LOCATIONS - ATTAct -1 w /t.- loci DIAGoNA L t5RACr AT ZOO" o.c. �- • \� -� '�� t n�'�/ /a \ ' �/ .- 2 x�t• boTToM GHoRD % \ -,/ LATE =P.AL ?RACING Does 10T AAY6 OCCUR �. h LW ►- \ \``- AT TRUSS `I MAXIMUM TRU55 SPACING i'reno,C. hEE 5SLOW FOR 2x1- DIAGONAL BRACE 16,1- o "b.G,.MAXIMUM.. Zxq. LATERAL GRACING ATTACH w /z-IGd X- I3feACE c ZO- O "O.c. AND AT END wMLL' IG'-.O'O,C, MAK.IMUM LARGER O.c, SPPCING ' " - -' ADD ADDITIONAL EXCEEDS 16' Zxl• LATERAL BRACING -O" o,G, TP.`f To EQUALLY( SPAce, IF SPACING a>44. LAT6rALL`0 PITC.HE.D TR055 LATERAL 5RAGING FoR.TRU5E5 6PACe_D UP -ro 4 -2" O,G, 2x4• 5I-01 LWID BLOCK AT X-bRPGING 5- -rr,55- tiT EACH /END d TOENAILS '113"0,G, MAX. COMPRE55toN WE.O - T1ZUS5 SPACING >LOPINC, OR VERTICAL, SEE ENGINEERING FoR IK4• COMPRESSION HE:G ERACE REQUIRED .{ —/ b 4tjb,G �- - " -14 MAX, / *.-- -11 !_S TROY; PACING 'Lx 41- LATE.RAL, „ 15RACINI G AT IG-O o,C, I•IAXIMUM . ATAGH To TRU55 �.S'' boT CHORD \hi/ 2 -I (ad —_. •-•- -• - c�,_II -: Ii _ 4�'�%r ► 1G /�, I >;4 COMPk 551oN W E� 6O PR - - SE ENC,INEERING FOR EXACT P,eQthREMENTS- ATTACH wiz-loci IP t` X- BRACING @ 2O1- O'O,C. » '�MAX1•OO.i, ' 2x�• VIAC,ONAL 13pAGE ' ATTACNEO W /2-Iad To OPPOSITE 5106 OF Wei3 CREVE.NTS LATERAL MOVEMENT (DIAGONAL BRAC.11,Z SIIOULD r5G PLFEA7ED AT 20.0' o,c 2x4 X- BRACINU LOCATED AT EACµ LATERAL 13RACIN'G RUN, ATTACH W/2 -I6d . NAILS Etc.H END To 2x4 L.ATERA ERACING, AND .2.)41- SOLID t3LOCK;. LATERAL X-'RACING DETAIL Td..41- 8• "0, "C, ' • LATERAL' .. COMPRESSION WED D-1-AI L 7.,..1. SOLID LOCK - ATTACK ' W/3 -Id TOE -NAILS 55 °To55° .... hEE FVERt= 4I DE FOI`' -- COMPRE5ION Wt✓t3 E�RACING 2x4 L` SHAPPED U�'7 -AIL_ ` -11 - ; -'��' - II II iLOCV. AT INTr�SEGXIO.L /AND NAIL V tTH / 2 -IGd E.KVI iiIDE: LATERAL BRl,IJC ATTACH TO TRU55 j W/2.-1(., d NAILS • — , .....0 49 "o,c, ` To cu. I „ o.c. ATTAGN VERTICAL 2x4 TO HORIZONTAL 2x4 • w/ 16,d NAILS AT re o.C, E< 2xq X• P�RACING TO IOLD LONG, ICE CHAT;(�oN REVER •56 ?�cG X- BRACING WHEN LENG ?N F- XCE6D5 SIpG poR L- FSRAGI?. loLo' ) ATTACH w /z -Ic.d EAGN END �pp,GINal To L - 5 NAP RAGING z.xq. e, --•.•--- 1�•---..,.-..--.•-_...,-_--•- •- - „_- •- ---•-- •...._--- ,,...,_-. AND 2.4 SoLlp 6LOGI< X- 6RAGING MAY PEE. LOCATED OV>✓R 2. GAYS OR MORE: IN .ORDER' To MAINTAIN 35' -ro S5° LATE(;AL . L- 51 -1APED SRACING, DETAIL FOR ..41uO,G, To 96,"0.C. SPACING TRU55 - SPAN CoRPORATION ysATrLC AREA 313Co 1I3' 5T12,EET N,W, AUBURN, WA, 9Bool 833• 10 50 (02 - 162 I 19340 N1 . BOTH STREET IZEDMoND, WA, C1 52 4368- 3I00 WA5 H ING TON Q Grr•,•riALI r. ITP•1(n I- Boo -23 -21 I 2•u, •a F h a > j u i 7 to c. "C 8 2 � ..', P. n g ? °ra e 8 S a v s 1- t. "e .t 3 $ LI 0 T8.,''' n ° .5 12, ii c 4i i! I � E a� E is' O 2 a Fu. '.' r? =v, ".42.. •b. Ei F a ,•., •ag, 5F .nE S -. ;; F "S ° :7 :a?3 .8+ ,o,e,. aNq u0nr, E o = g ' a 3Z 21"3 .Z 24 $n43ieu" F=g$ 20mg gO 42 u iC s,e0.7 . h rs €43'm M ri , 4.6 stir.: o citi J^ n n ✓ X 7, ■ srs W 5 mom IA 0 LA 2 F W VVW Ww b .7 VI 44 •0 co N z wee rv� 2 II If hs w tyl7 0 M Q M 6 5SZ'W W U U W z Q tL `2 22 WOO�`� m ~ la ▪ 03 ti J 113 • FILE NO.: 11 C1R44 - 29 -4 -37 u o 61 U } 0] w 0 1 rr- i-rrF- J J J Mmmmmm Ooh-- ow40.nno • J J J •nM 46' 4" •6 ELT 9 43' 8" 6 ELT 9 41' 4" 6 ELT 9 N M M NN< MMN 33' 8" 6 3 8 32' 1" 6 3 8 4/ 4/37/1.15/8 2 Mbr. Girder + 2 Add -Ons to Btm.Chord Truss Top Nail Cli Span Chd. Bolt Truss Top Nail Clst. Span Chd. Bolt rrrrl JJIJJJ al• N 0 W to 0 1 7 1 66 -rn-.6 eoraiumn wonn<4 -r it7 0 a7 t0 t0 to 1 1 2 43' 0" 6' . BLT 11 48' 6" 6 BLT 11 38' 2" 6 3 I1 36' 1" 6 3 10 34' 2" 6 3 10 32' 6" 6 3 10 .t4 WO on mm MN • 2 Mhr. Girder 1 Add -On to Btm.Chord y. Zt01 1-0 O 24 - a I—(11 42' 8" 6 BLT 40' 0" 6 BLT 37' 8" 6 4 35' 8" 6 4 33' 9" 6 4 32' 1" 6 5 11 VI la 0 Ia t0 omn:ai.,:rntiv M N N to t0 rnn 10 t0 10' N N N to t0 N N 2 Mbr. Girder M • I W Z oa ¢S' ..01 Ur - - - O O O :anmo:.iai�ou --- +---N i - - 6 6 O NNAvioN - - : %. 6 6 i : : 6 O O oNom NNNN : i F. J ✓ X 7, ■ srs W 5 mom IA 0 LA 2 F W VVW Ww b .7 VI 44 •0 co N z wee rv� 2 II If hs w tyl7 0 M Q M 6 5SZ'W W U U W z Q tL `2 22 WOO�`� m ~ la ▪ 03 ti J 113 • FILE NO.: 11 C1R44 - 29 -4 -37 u o 61 U } 0] w 0 1 : - ALTERNATE SPLICE '(B -1) . C- 2.5x4.3 to 18' -9" +• Q .- , C- 2_5x4.3 to 24' -O" ; - + 'r.. co „o NO SPLICE .. -.,,.: `: SPAN TO 24' -0" 'tn.c�° .- t. al.. {LO Ise'( 'pt Ciy C- 2.5x6.0 CO 24' -0" .. .�. -c.• �- o tic + "z(�jr= yo w.sosz "� SPLICE `^•• = i` 3677 0 ' ' scone. o C-3x6.0 to 24 r -0,. `` r w h\ o'er¢ U' o�' J��. v+ a SYMMETRICAL ABOUT CENTERLINE - ' FOR THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED FILE NO.: TRU42 - 24 -4 -42a CHORD r SiZE 2400F 2250 F 2100 F 1950 F ` 1800 F 1650 F 1450 F SS OF Pt DF #2 DF SS HF 41 HF DATE 6/1/84 15-1 TOP CHORD 2x6 24' -0" 24' -0" 24' -0" REF. DES. BY' SC 2x4 24' -0" 24•_0' 24 _O S -c0 STANDARD BOTTOM CHORD 2x4 - 24' -0" 22' -11" 24' -0" 23' -2" 24' -0" 22' -9" WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM - FIR. 2 x 3 32 HEM - FIR OR AS NOTED ON DESIGN BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS AllE"-- © TRUSS PLATE INSTITUTE, INC., 1976 INTRODUCTION In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., In consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recom• mendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising t membership of the chief structural engineers of member plate manufacturing companies, repre• sentatives of the academic community, and Independent consulting engineers) have been devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on•site handling and erection procedures is one direct result of the consultations, It Is planned to study further and enlarge upon thew tentative recommendations. While the recommendatinns for bracing contained herein are technically sound, it Is not intended that they be considered the only method for bracing a roof system. Neither should these recommends• tions be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the ctiee experience of leading technical personnel In the wood truss ,try, but must, due to the nature of responsibilities involved, be ,...rented only as a guide 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, applhca• tion, or reliance on the recommendations and Information contained herein by building designers or by erection contractors. 1 Ial btc al raeunW load 1 truss 009.1 r,pwn 0101.081101 • Figure 114) o,.aon.l b.m,ro set ^(a...Y.l••aa ,. tl•11111.a I. ■ere Figure 1(b) snealnup Comu.n *sued, bola. .1,1 .111, buc0l,na - Co o s law 41 brrcma tnamio m accm6 out prmnl (.01,41 b«Ilxp 01 .II web members a1 011$0,111 1x1,0 a..'"j lo, tropes It is recommended that diagonal bracing (minimum 2•inch thick nominal 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 the building designer's option; however, it is recommended that Intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. 4 1 ground braces should be located directly in line with all rows of :fiord continuous lateral bracing. Otherwise, the lop chord of the first truss can bend sideways and allow the trusses to shift, This shift, however slight, puts a tremendous strain on all connections of the bracing 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 root shingle tending to lip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not In withdrawal. It is not recommended to nail scabs to the end of the building to brace the lire true. These scabs can break oil or pull out, thus allowing a total colleen. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the hushes plumb, in alignment and in a safesondition until the permanent bracing, decking, and/or sheathing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses 1s not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (B.feet minimum length). Temporary bracing lumber should be nailed with two double headed 14d nails at every intersection with the braced member. Preassernbly of groups of trusses, on the ground, Into structurally braced units which are then lifted into place as assemblies is an attapuble alternate to the one at-a time method. •xect spacing between trusses should be maintained as bracing is ad to avoid the hazardous practice of removing bracing to adjust rig as sheathing is applied. This act of "adjusting spacing" can uvsa trusses to topple if a key connection is removed at the wrong tore. Truss Wac.r.g must be applied to three planes of reference in the roof intern to insure stability: t. Top chord (sheathing) plate, 2. web nwawr plane ue vertical plane perpendicular to trusses, and 3. bottom lord lonbrgl plena 1 Top f(aryee Plane. Most important to the builder or ofKflOn 44.0 Y500 h V.4+4 I. Ie plar.e of the top chord Truss top chords we w.rwpK.aMS w .Far el felt: deg bettor tier are Vaud or sh.eath.E4. 11 is 7 However carefully wood trusses are designed and fabricated, all this Is at stake in the final erection and bracing of a roof or floor system. It is et this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If Ignored, the consequences may result in a collapse of the structure, which at best is a substantial loss of time and materials, and which et worst could result In a loss of life. The Truss Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recomrnended for the design of 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 trust design and It the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the site specified and installed at the location specified on the Pun design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing Is sufficiently anchored or restrained by diagonal tracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method of connations for diagonal bracing as needed to resist these forces. Diagonal or cross bracing Is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must enure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limned to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is plated In position. 2 Figure 1(c) 9,uth,no *nth a .Ibr b Id p,V0•l mlo l0l.d end II- rnl,«nt 141.,8 �m0ne, IM,.O, aeWnl„y b b«0h,q. CAnlina100 aln4l Weiner C wets on Figure 1(d) Cana.HOC w.0- tlolny at rwlxal Conl.nuous (owe Owe Pgona lane. naAtd 10 0000ule W. of web a.r,nn 1.11,8 movwn•nf and tnwld bo rpnled al pm0HmalHV 10 nn1 ,01.,.. 11 Co 1 r STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pickup points, where required, is necessary to prevent damage during handling, tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, Thus the 5 recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately B feel to 10 feet intervals between the ridge line of sloped Crum' or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feel to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer Intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable Trusses. (1 pouible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so That It will not have 10 be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important lor the builder or erection contractor to install bracing in the plane of the top chord lor flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member Plane. 11 4 also necessary to install temporary bracing in the plane of the web members. This bracing is usually r f a 10,41 m10bor Hun 11 117 0 «n In0Mntl �00 do 00 soda 1 6113 00 InKLnn11 oI Located w,lbn a mCMt 0l r,dpe fine t ct.<,/ 1 w�' ���, N.o.n a■ayonrt • :�7 so Nvoosrssisor 701m oilervilll Aiffer.44.0. -.' _.__.,,_„,._ .1;44 lfr NOTE. Lena U4.'1,01601 1400 01n Clem. pato . la0 111,,1 bm,no own al 14.111 Iwo lrvu■ Figure 3)a) 7 -160 doubly M.ded 0440 8 amino r( lop t.ad� 'T,p.a1 n«hry TRUSS PLATE INSTITUTE 583 D'Onofrio Drive, Suite 200 Madison, WI 53719 The design of wood trusses in accordance with TPI deign aitsrie assumes: 1. Truss members are Initially straight, uniform in cross action, and uniform In design properties. 2. Trusses aro plane structural components, installed vertically, braced to prevent lateral movement, and parallel to inch other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determine. Lion of moment stresses. 5. Compression members are laterally restrained at specific Ion. tions or intervals. 6. Superimposed dead or live toed' act vertically, wind loads are applied normal to the plane of the top chord, and concentrated bads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every true member In the position assumed for it in design. O. The building designer (not the true designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure. The theory of bracing is to apply sufficient support et right angles to the plane of the truss to hold every truss member In the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Dnign individual truss members are checked for buckling, and lateral bracing Is specified ere required for each truss member. The building designer mutt specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown In Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1(c)). 2. Diagonal bracing in the plane of web members (Figure i(d)). 3. Other mans as determined by the building designer. 3 NOTE. L «ale eoond blew la flat Owe dowdy 01 bed with .a ram of 0,0 10pb limpoow,WlNMYbm,g NnM nmpawy a p4rm«w,n. 77)\ / Figure 21b) bracing system depends to a great extent on how well the first trim is braced. One satisfactory method is for the flat truss top chord to be broad to a stake driven Into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or It Is apt to buckle.`Additional ground braces, in the opposite direction, Inside the building are also recommended. 6 installed at the same locations specified on the architectural plan fa permanent bracing, and may become part of the prsnenent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none Is specified, It (e recommended that It be placed at no greater than 10 feet Intervale along the truss length for roof trusses and 8 feet Intervals for floor trusses. It is not generally necessary for diagonal bracing to run oonlinu- outly for the lull length of the building but It is recommended that the spacing between sett of diagonal bracing not exceed 20 feet, or twig the horizontal run of the diagonal bracing. Rows of 2x0 strongbecks may also be used to brace floor trusser where diagonal bracing Is impractical. Figure 4(a) illustrates diagonal bracing In the plena of the web members; Figure 4)b) Illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bonotn Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended In the plane of de bottom chord. Continuous lateral bracing at no greater than B het le 10 lent on canters along the true length is recommended lull length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 darn* b1.n•-••■■ 41 ....e.nlatOr A 1•11n1.nd■ 0110.111, 01 bud•,r• Fleur* 441) Added d400.1 41001 to the 01 e1 1M ...11 tn.mbM1, 1000001141.* tnMnml 111.01 to le I<., rot eml.l 1.106 bu,ldnq Ice malt Spa.: 1.1 on c.f. 1 bu <d04 la noon ..0L1._.a..... M._ M Mao .<h 1'-- Ir ire r �f1. - �.mmomM -� -�- Figure 4(b) Tmue. 11000M1 Conlmuou.lat.* lasting th.nbml .00110, but POm.11 Mu11.1 t0 in We 4104110 between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not. required Throughout the length of the building. but ft is recommended that It be located at least at each end of the building. In most uses. temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 llluttratet bracing in the plane of the bottom chard. Full bundles of plywood should not be placed on trusses. This construction load should be limited to B sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 010 ^M. farm be.. 04, 0.401 It bosh melt .4 .1 .Op0.0m.IMr 1011.1 m1.n91 Figure 6(b) 0404 00 bracing , .4 of order rd. 01 10011.40 ...ft 10441 m010110 i01I00 Mad Too <had 100091 Imhof comotboul 11 purlins are used, spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord, It Is reeom• mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figure 610) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 8)b), be installed on both sides of the ridge line in all end bays. If the building exceeds 80 feet in length, this bracing should be repeated at intervals no greater than 20 feet. 2. Web Member Plane. The purpose of this bracing is to hold the trusses In a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 AIWU..n.1Mr IR 01 bob 11OgIh //IA Figure AI1) A ruggeeted procedure for lilting trusses ft illustrated in Figure A(1) it the truss span does not exceed 30 legit. 16 Figure 5 ■ t r • 0.0n961am b4eed toy M 101019I10 7011.1 ,x1,1191. Im1.• et both 01106 Conbnlro,M Ie1.M Mni.1 ohad a 11.1 10 10 11.1 104101st or two 0401 perm. lolIom 40004 01 own 11,0091 should be placed on the trusses in any one area; they should be spread out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support 1L It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to Indicate site, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building 'such as shear walls, portal frames, bearing wails, columns, beams, etc.) to achieve total structural integrity. 11 length of a web member. As described earlier In the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage It essential to stabilize the tetanal bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and Will depend upon the truss span, truss configura- tion, type of building, and the loading. • Generally, for roof trusses, the spacing ranges from 12 feet to 18 feet depending upon how it relates to the bracing in the plant of the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forcer in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the tame manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to trarnier lateral forces due to wind or seismic loads into side walls, shear walls 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 located at specified Intervals not to exceed 20 feet. Figure 6 illustrates the use of bracing in the plane of the bottom chord. These 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 presented only as a guide for the use of is qualified building designer, builder, or erection contractor. Sande, bed 14 App104m119r in l0 2/3 of tom 440th 504.1. b.r {- .t A0p10m11Mr In 1.713 II ol Pun krym T.0m Figure A(2) For truce spans between 30 feet end 80 feet a euggnted lilting procedure is shown In Figure M2). It should be noted that the lines from the ends of the spreader per rmtoiein." If thew Imes should rrlo ► out," they will tend to cause buckling of the true. 17 1"...-14--Ii AlIM600 dMe "1..1 b1.mg •,:A.1;•61.41 II/I11II111Ii hull 111SIfCIi,•IIMIE! Di tune ll/Ip►/II/ .... 1�1���%�I�iiiar. 111111111/11111B1 II111111i11R11il1! M1111141 Ileola 1, "'I'M ISM! MUM MOM 11=11•11 111111111111 11111111M1 IIIII■ IMMO top eh rb ran Inn 4 4010* hgo.nt 0u hoot Figure 6(a) h Permanent bracing must provide suificient support at right angles 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 lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided Into three logical compce nentt: 1. Top Chord Pion*. This bracing is designed to resist lateral movement of the top chord. If plywood floor or root sheathirlptro„ properly applied with staggered 'pints and adequate nailing, a cor,' o*a diaphragm action is developed and additional bracing in the plaice, generally not required. Some metal rooting materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is at the discretion of the building designer. 12 APPENDIX It 4 intended that this appendix contain only tentative recon mendations that may be used as a guide for on•site handling arc erection until a more complete statement can be prepared. There ml be some Instances in which additional precautions will be necessary, UNLOADING. If possible, trusses shall be unloaded on'relatively smooth ground. They shall not bra unloaded on rough terrain that would cause undue lateral strain that might result In distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumpi641. The builder shall provide protection from damage that, may be caused by on•site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusser or to allow tipping or toppling while the trusses are banded of when the banding it removed. If trusser fabricated with fire retardant treated wood must be Vora prior to erection, they should be stored In a vertical position to preven water containing chemicals leached from the wood from standing o the plates. A further precaution may be taken by providing a cover fr the trusses that will prevent moisture from coming in direct conte. with the trusses and which can be ventilated to prevent condenatio ERECTING TRUSSES. The truss erector or builder shall take tl necessary precautions to insure that handling and erection procedure do not reduce the load•carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in•plai (i.e., trusses will be properly aligned). 15 Tq,.1 4ti‘J►II/II��► 14-----A.000..nal94 3!3 10 34• 011N16 isngln Figure AI31 For lilting trusses with spans in excess of 80 feet, it Is recom• mended that a strong back be cared as illustrated in Figure A)3). The strong-back should be attached to the top chord and web members at intervals of approximately 10 let. Further, the strong backs should be at or above the mid-Might of the true so as to prevent overturning. The strong back can be of any material with wfliclent strength to safely carry 100 weight of the truss and sufficient rigidity to adequately resist bending of the trues, 18 • • CITY OF TUKMILA Building Division VOC,"SmalicenW sningtonuleved BUILDING PERMIT APPLICATION Control # - I d (206) -133 -184. Site Address /2/1/, - �6? 4v6 , JO, 7:1Kwii_hl wig Suite# Floor# Project Name /Tenant NA Q8t8e Valuation of Construction 'Assessors Account# )-J 0 3 4' 9a - 127/ -04 Property Owner STp1J d' T EC-K?/ PETE'RSbt, Phone Address 1351(*) ai,ITCgiA r ?.E ns Fl,/, So. Sc-A TE- ‘dr94 Zip 9R /6.F Applicant Phone Address Zip Architect /Engineer Phone Address Zip Contracto,9 F B , ; )_it,marIP 11)0, License# BpR'C311 22354; Phone55f3 -b{ c',, Address /,dam) - E, FiFe h/A e Zip 9F34424/ Class of Work: aNew ❑ Addition [] Tenant Improvement ❑ Remodel (residential) ❑ Reroof ❑ Demolition ❑ Interior Demolition ❑ Other Describe work to be done'2,?!AI L 5(■)4-L.>' - 'P IoE` T - -FZ.'A1111.3C P? Type of Const. (UBC) Occ. Group (UBC) Square footage of entire building // 4Q Square footage of tenant space Building Use 1 �f�; I r---P0)1‘1)/ Will there be a change of use? El Yes ®'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 (,2''No If yes, explain I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATII' ND KNOW THE SAME TO BE TRUE AND CORRECT AND THAT I HAVE THE PROPERTY OWNER' •':•,SAT ! 0 THIS WORK. ■ '_ Applicant /Authorized Agent (signatur (print Contact Person (please print)Brte,m- konAb3 Date 9 -aB -BS Phone 13158 - ccDc, OFFICE USE ONLY FEES: Building Permit Fee (000/322.100) $ (4,0, 02) Receipt# 630/ Date Paid 1 - - Plan Check Fee (000/345.830) _____Aarper Receipt# ,-,.- 3Qpte Paid _ -2 Bldg Code Sur Charge (000/386.904) 3.50 Receipt# c >10/ Date Paid Energy Sur Charge* (000/386.907) /, p(j Receipt# 4,36/ Date Paid !/ -?- Other ( ) Receipt# Date Paid *New construction only TOTAL 4N�pc y ?5 /�,.riC1 (OWES: $,J`'G (oa pc ) Fes, SQUARE FOOTAGE /BUILDING USE INFORMATION Square Footage of Entir 17.50 5C 8, ;223,00 pl cui u.- Lt -8- 3 Building: FLOOR USE /Occ Type SQ.FT. OCC LOAD USE /Occ Type SQ.FT. OCC LOAD, USE /Occ TVD SOFT. OCC tun TOTAL _ SQ.FT. TOTAL OCC. TOTAL TRACKING Ip..t--/-E)7 Er`7�pe-rfoor COMMENTS Issuance ype of onst. BLDG To Mahan: Date Approved: 1I-3'- , FIRE 10 -1613 )04,010 Approved (Initials) .S Per letter dated -57-4=- Fire Protection: ❑ prin lers Detectors Si -lc' fercli ul' r�-- PLNG o 40? t J Approved (Initials) La BAR ❑ L ND USE SEPA CONDITIONS Zoning iQ -/ -7., Set ac s: N PJ S . ,. &owl., /0 Parking stalls required for: Site 'enant Space Parking stalls provided: Site ,Tenant Spacpi. ADDITIONAL PARKING STALLS REQUIRED: "'. PWD � IQJa�la.� I/lr /' f Approved (Initials) Per letter /plant dited`' )el //t f�? uL'1���'l. i � o /O "�r� `:� ri,'.' »r �J� y' 7 8 % (49e44,,I16),10), 0141,1 ota .04.0* etAW * 4/1.4. r__ own. 1 _77:7 '1 1 •--• 1 t - ez-viwt` 2 5cMilaztrazdftre4 i'4/N11�' aif1/4 441-ditzfaz r r2 4A,e› Amy) I- -I k L.4 1 r 4 r w 44. 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' -•,. • , ..... . .... •••••• • . • • . • .. . , . . • , . .... - scale i/4::1'- 0" ?tsi. lev>.1,L,*; akqp. 4t.iv6 HIV& 4,'Ab ; ber ooriet4 tip 0141344 00124. 0K a-1e" ,L1)41/e'& HiPX ofwet2,Hlog. g a I CITY OF TUKWIIA APPROVED i RECIIVE13 CITY Ots-rogwits* SEP 2 8 1988 MUMS Barbie 1111111 INC MODEL: CEDARCRE ST • DESIGN FOR: MAW e4:-1r VOIW6pt-1 DATE: 11 OM C.,)5 A TION: 1 /#114.111,A HA. THIS OES:GN CAN BE USED FOR THE CONSCRUCT/ON or: THIS ONE HOME. ANY FOIttd OF OIFIECT RE- PRODUCT/ON OF tttIS DEStON IN PAR/ OR IN WHOLE IS PROWS/TEO THIS DESIGN S SOLE PROPERTY OF KARSTEN /AA NAOEL AND EtakE40/f. iumat R. NC • OdPg,,.0.fsi.#41 **A* otivi for *X tfitAtkitztri: 4,1011-00, FRONT ELEVATIONt::::1•UVRIv: scale..1/4"71'-•04 • Scal.0 I/ ; • • .g.....:ZZa■SlindiesseattwoorMame..10kNOMPAr. 31E09MMsharaimasawalWavireftliMIlialh •••... • • • , . . . ..•••••••• • LEFT ELEVATION C scale 1 /4"= T-O" REAR ELEVATION (tounf) scale 1 411=11-0" Siff) 28 1998 eim4449 am. 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THIS' DEIRGN IS SOLE PROPERTY OF KARSTEN TEA NAGEL AND BASER* LUMBER. INC. 1 W Par Otopirli:"*VO Aok NA, tottopiv t 1 ~~ ~' i�ealtRes) IN s.S,t .C. `St-:.C. 5 C, 1,x t 1,042eViitk t 1110 !1i Wsx. �f -- 'ieti% pe .t01NCt C.4t ..tat ATIoNtS v$411,4.1.. la vs. htra ct,tv ` t.. .-Lts- we 'Co z,.ltt,w4a 1 tN5 s:. Foy. IN5vE:c ast PoRkv6es, caLE,5, °me © 'Alta. •ST1-A'["E ...0 SI-M2 ® : Mt4C4 tis 8-'i. •-' t)S6 ',N- tvcl..1.10 - Rta(5) MT'S • >> 'a3.ct t`i'cs -- ---T -- IlMO i e•.1 *ice ` p. teltzthri ;, �. Mw. .v A 4' K4f1h pe4. IAN 111 4iPerzoi ppsrr Ao -n(Q EXTERIOR DECK DETAIL scale 1111!_ 0" s /�'i llor t' to 0 Ix es MX- d 9 BUILDING SECTION scale• 1/4":7-1' --.0" 1' TYPICAL WALL SECTION scale 1/2"..-'1'-'0" � UR2g Atels n M/ PA 1°11'1 .w I (1)11041-) -r4*4 twor \�l 14011% IIKHN.irtitoel *FAH 8 ALA. joiyr ar- 6I- 011 4 e i t • (- r'fPIot) 2� 0 re.o4ivat I ta M"11` AN60o9-- r; 0-04 o1, 114 't i 10' MI L riw i ittl.k 044 owl. 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"PczWC PI ' o Tbst SASE 00, rtim CITY OF TUKWItA APPROVED 1 A •Q k'Mis VAM2I0. 11't 'U +°Mil/ Vf,r77 ei42121P2, frtiOati.IOUT 111 oir-24474, SEp8 1888 -.44414i peel Il NG DIVISION L o"pr' tuRali4latO 1 'loll (ti) 114� V0126 444TiN000 PERII/ETER FOUNDATION WALL DE TAI scale 7=T-0" 4o14119AVIfW hd�� (uuPI,7fUig.0' FOUNDTN INTERIOR POST& PIER DETAIL scale 1"=170" 0" Barble 111E lid, ",� �.� F :a•• ..cs��r .t�.h� .c � #�St�?, .. , _ _.`1."'" � _ k -.r`b �:... fir; ^�v� v«asSP,. .. .�$` H v.. mss., �E... �• ';'T _ �?' _,n -�' hi�Pr.+'#€'`rT+.. xo�' >✓ ,� IIIIIIIIIIII I I I III I I IIIIIII I I IIII I IIIIIIIII IIIIIIIIIIIIII I IIIII IIII I IIIIII 11 1111111111111111111111111111111111111111111111111 111I111IIII I111II I!`1 11I1111111I1111111I1111111I11111I1I11111111 7 9 1 11 "'A "1 PMA" 12 0 u TITS INC ' 1 2 :3 '' 4 5 f J 8 T):` If the microfilmed document is less clear than this = >, horjde, it is due to the quality of the original document-. Off. e,,' I.UG Le, 9c' GZ tiZ EZ "'le. ', . 61,... -t4 .'1( 9t St .fit.,.. t Gt tl .)( "."6--- 9 L 9 S fi :r Z t "" U I1 I I I I' I it 1 1 II I!II�I III Iiill�il! lIIIIIIIIIIII!IIIIIIIIIIIIIIIII III! III! IIIIIl IIIIiIIIIIIIIIIIII !IIIIiiiiiiI!II!IIIIIIIII! IIII IIIIIIIII !IIIIIILIII(IIIIIIIIIUIIIII! III! IIIII! hfii; IIlilIIl Iihhiiil :IILIIiii111!IIIIIIIIii! 1 !111111II1111111III11H11!IIIII! 11111 ,11,1!I I ,1111 IiIIIIIIIIIIII II �I.II ,111 III! I II I • THIS DESIGN CAN SE 1SEO FOR THE CONSTRUCTION OF THIS ONE HOME. ANY . POfM OF DIRECT RE. PRODUCTION OF THIS DESIGN IN PARS' OR IN WHOLE, IS PROHIBITED. THIS DESIGN IS SOLE PROPERTY OF KARSTEN TJER NAGEL AND SARSIE U 4 ER, INC. '3010.3