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Home My WebLink AboutTRUSS SPECS - 05-00357 - 309 Rebecca Ave - New SFRrtrma iTA gra 1 10"r 3715 BoMMnrer rive. Fax. (2E38) 522-6459 S P 11 RExeuRG, SPECiAL INSTRUCTIONS - Trusses 'TI ] YO Ux TxusN EXPERTS DEUVERY & MSC INFO: trusses 102-00-00 Items JOBSITE PHONE a NOTES Trust can cause property damage or personal injury if impropedy Installed or braced. Customees or his agent acceptance hereof steak coy tRite his affirmative representation th t he is fully tratin in proper safe methods of truss installation and bracing. Refer to the provided pamphlet entitied " Bracing Wood Tresses; Commentary and Recommendations", published by Truss Plate Institute, I n.. Do not cut, alter, or use damaged trusses without engineering approval. It is the customers responsibility to provide access to the job site. Trusses remain our property until full payment is made.. Accepted By'. - Date. - - ---- --- rus s 11.rus s I ype y C'�APPLEE CONST. SPEC #1 1011 OJ35 �i .fob Refemnce Lopfiana� BMC WEIST (IDAHO FALLS), IDAHO FALLS. ID 83402 � 6.200 s du� 13 2,905 eTfil U ies T) G, u DIV :ge -2-0-0 -0 12-4-0 IM -0 24-8-0 0-7-B 7-0-D 39-0-0 �A -16- -.-0 5x6 M 1120 = E 6-2-0 9 -0-0 Scale = 1:58,2 BVI L i X4 1,1120 9-2-10 9-2-1 D Plate Offset. (X,Y): [B_ -4- ,0-1-8L G: - - ,0- -0 LOADING (p TOLL 35.0 TDL 7.0 B LL 0 i 0 13DL 7,0 LUMBER TOP CHORD BTHHD WEBS SPACING 2-0-0 Plates Increase 1.1 Lumber Increase 1.15 Rep Stress I ncr YES Code rl 00 PI,200 CSIr TC 0.66 BC 0.53 B 0,62 (Matrix) X 4 SPF 1650F I - 5E PF 10"50F 1.,E 4 SPF Stud/Std '`Excerpt* -ISI 2 X 4 SPF 165OF I .E, G -K 2 X 4 SPI` 165OF 1.5E REACTIONS (I bliz) B=1583/0-5-8, J=238510-5- MaxMax HorzB-173(loaid case 5) U p 1 ift =- 71 I oa d ua se) w J=-10 6 7(l ca d case 5x8 M I M 7-9-6 5x6 R 1 0_ 3x6M I 1 0 11 DEFT, in Jo Vdiafl Ld Vert(LL) 0.23 B -M >999 240 Vert(TL) -0.34 B -M X999 18o Hort(TL) 0.08 J Wa n/a BRAGING TOPCHORD BOT CHORD WEBS :31-0-0 3-2-10 7-0-0 PLATES M1120 Weight: 144 lb GRIP 1971144 Structural wood sheathing directly applied cr 3-9-2 cc purlins. Rigid ceiling directly applied or 6-0-0 oc b r'aci rig I Flow at midpt D -L, F - FORCES 1b - Maxirnurn CompressionlMaximum Tension TOP CHORD A -E=0/65, E- =-2801 /1 1, -D=-2414'118 , D -E=-1 X88 , E -F=-1387 F- =- 47f4 20, BOT CHORD B- _-1206.2474, L-1�=-859/1863, -L=@4. 5/904, J -I =-1013/64 -H-- 1 k H-1=0/64 'EBI�1 -=-!�7/226i D-=-41 / CSL=- , H- �J--� ��'�� 907/485, E -L`-388/494, F -.L= -11.x/375, F- --1 16'489, G - K=-725/17103 -j=-2289/1 000 MOTES 1 Unbalanced roof live foads have been considered for -this design. windy ASCE 7-98 90mph; h= f1; T 1)L=4. p f; E DL -4. f; Category Pf; Up Q enclosed, MWF RS exposed ; parch left and tight exposed; Lumber COOL=1.33 late grip C� gable end z�r�:�, cantilever I and ) Thisu� h %e�en dei fora 1 � � p L-1�. bottom Chord lege Ioad no cu rrent wth any other live loads. This truss requires lata inspection rt e Toot Dula Method when this truss i chosen for quality a This � � � � saran xn ��r`t. truss designed in accordance the 2003 International Residential Cube sections R502.1 1.1 a tandar'd IrFpl "1, �d 1� 0 .1 0. and r f ren d LOAD CASE(S) ,standard YKANXwO - vel aemgnparametcrs Q,nd READ.IVOTES ON TIES AND DMLVDED 1UTEKRRPERWCE Cirr.fid for only7aF� Tk cn,ntrs.Jssin iso and u,,3 ,FIFORE TR pp[ aob3 t of des -fin pa ra m e f l ter S an r � ra t f' h and Is for an ;ncfivi du a I building cQ rnpone nt. is far l # r<a I r' incorporation ra don of Component erg t i s res poo s i b i l y of building �desii ne - not fru! s cl.si nar.. Bradng shown nal tempo.ary� bracing to insure stabiliter during construction _rs the respans �billi of ere c tc�r. ddltcor`M�x� permanent b rocir� a of the ov� . .. , f�� a at�dicfu�� s and �dditio fc�lrafion, �;�ali contralr �f�rae, d'e1ivebracing,� � b�tl�ir�� es��n�f� For �r��r�I �uidan�� rard�n� he r erection � t � #f�,�� a� s��ili f tl� Safety Information availoble from Truss Pl0te Institute. � D' nafrr Drive. adison, Wl 5�� p#+� C�t� a� � �- � ��i ��] B��tc��t�� Component November , 005 7777 Greenback Lane Citrus Heights, CA, 9551M 1"Te k* � Job Truss i fuss I 10110-05 A3 SPECIAL BMC WEB r (IDAHO FALLS), IDAHO FALLS, 0 $3402 -0-!0 6-5-0 6-50 13-1-5 e 5-4-11 5X6 M 110 _- 5-00 5_aa FE 6 7 -11 f HAP LE COW . SPEC it 1 Job Reference (o#ion l 6.200 s Jul 13 200 MiTek Indu.strfes, Inc_ Thu NDV 0 11: 0-10-0 6-11-5 7-0-0 6-2-0 R189M92 '42 2005 Pag a T -O-0 scale = 1-68,9 5X6 KIM= M1120 11 QA r _ w k 19-154 J a 0-1,r._ 4.%–j } 'F 0.U—%j`Yl,r_U -. .u— VTV 3-I i.. f [L:0-6-0,0-2-4 : — — —3-0 .. LOAi71NGtpsfl j SPACING 2-0-0 C51 TCLL 35.0 Plates Increase 9.15 7C 4.73 TCDL 7.0 Limber Increase 1.`f5 BG 0_88 8GLL, 0•0 Rep Stress Incr YES WB 0.70 BCI]L iA Code IRC2003ITPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SIF 1650F 1.5E 130T CHORD 2 X 4 SPS 1,65OF 1,5E WEBS 2 X 4 SPF tud/ td * pt* D -M 2 X 4 SPF 165OF 1.5E, G -K 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 13=1581/0-5-8; J=2387/10-5-8 Max H o rz B:-- 17 =238 '!10-5 - HcrzB=17 (Ioad case Max pl1f =- 770(] oad case ), J=-10 (1oa case 6) 4-0 7-1M DEFL in (Joe) fld�e l L/d Vert -(LL) x.51 B >713 240 Vert(TL) -0-80 L�M >454 180 Ho (TL) 0.35 d n/ nfa BRACING TOP H RD BOTCHORD WEBS 31-01-0 7_p-0 - aA ... 1. PRATES M1120 Weight: 143 1b RIP 197/144 Structure[ good she thing directly applied or -4-14 a c pur)in s. Rigid ceiling directly applied or 4-7-0 cc bracing, 1 Row at mi pt `L, F-1 . FORCES 1b _ Maxim= ornpres ion[M it urn Tension TOP, BOTCHORD B -M=-222-5/4631, L- 1-=-108 :/2405, -L=-447/986, '-1011/64 H- I_- 10621673 2 ��yyy0/986 E` L--4 04/5 1 .� , ��=-/7 , F--' 1 �� ,. -��' 1 / t 7 , MOTES 1) Unbalanced roof live loads have been Considered for this de:sign. Wind: E -98; 90rnph; h=2ft; TSL=.; BCDL=4.psfrat� II� nht po� ; porch 1 and rightexposed; Lehr � � � p , enclosed: F. gable end zone; cantilever lei and grip IDOL -1.33, Thi s truss Inas been designed for a 10,0 p sf bottom chord live I oad non concurr � Tail tri rrl��r �I�t� inspection��r the T�� Count t with an ear 11 v II�i y Method when this tr�1.� i r� for quality assurance ir�Ipeon. Bearing at joint(s) considers parallel to grain value using ANSI/TPI 1 angle t� grain formula. Building cit fbearing surface. I 111S truss is diesigned in accordance nth the 2003 International Fe.Idr�ti�1 � ,standard l` SI TPI °1 �� tf�rlR502.11.1 and I �� ,1�. ��d refer n d ROAD CASE(S) Standard Dc -sig n vc�J is for u�� o r�jV �rith 1,TcIk crti r�ctor�. 'his de5ig r� IS ba5ea o�I uon � 'i`�� y,`�-+�{�� Cz FA�� J � �F�� +PPliccb lii of design p aromenf and proper incorporotfon of component i � o �tUf`s shown, 41F Ike �3 ��I �r1 J��d FfU4f�� 4dM��l 4'i.+il Y po en Is for IatGral support of individugl web members on . Add-iff«na� ter noorary racinG 10 in �Of brfldr g design r - not truss �gn r. bFad � shown ire cta r. dela ti one f per n anent bracing of thev r c ff structure' the respon sib i l i �f fh� bu iJ r n consir� a ctio n is the respon sibil l iter of the fa bri ca ti O r-�, q as l ity co ntr , storage, def very. erection and brocin , c 0mu if � I /7P 11Quality iCrit + DS Bir a general BBCS �i�� rho rd o a fe I nforam actio -n a il'a b Ie from Trams Plate Jns#Rfut , W D' �nofrrr� Drive, diad iso n, 15371 � � �r�� r 1 ��i1�1 i r� Component prat t9 November 3,2005 7777 rasabark Lara Suits= 109 Rrus H ights, CAI 95510 "My MOITeko 01) C Truss 10 110-05 1 A4 MC WEST (IDAHO FALLS). IDAHO FALLS, ID 8:3402 ig Truss hype in Coc) CHPLE CONST. SPEC# i L/d Vert(LL) 0.32 (1896593 r SPECIAL 240 Vert(TL) -0.46 B -K >644 180 J c b Retere Opti ona 6.200 S JLl 13 2005 MiTek I n d o stri p Ino. Thu Nov 03 1126.43 2005 Page I 18-6-0 23_10-11 31-0-0 � 0-0 6-151-0 -8-5 5-4-11 5X6 MKO -- 5-00 FIT E -4-11 7-1-5. 2.50 r1-2 6X12 i M1120-- 9-11-121 O -A -n 19tb- s y PI�t.n-, L I I- e+ aif -' (V V)- r! r" - n —} iri r). '�f ^-3 r I LOADING (per SWAGING -0-0 TOLL 3s,o Plates [ncrease 1,1 TCDL 7_0 LTC 0.64 Lumber Prlra�� .1 BOLL 0,0 Rep Stress Incr YES B DL 7.0 Code li 00 [TPi 0 1.00 �'B LUMBER TOP CHORID 2 X 4 SPF 1650E 1,5E *Except-, E -G 2 X 4 DF 24,OOF 2.0E BOJ" CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (1 /size) =1049/0,5- a H=-11 1 1e h ni j 1=3298 Max Hor B= 4 (lcad case a MaX L PVftB=-4 (load case ), H=-12 ' 1oa case 7), 1=-148 load case Max ra B=1049(lo d case 1 H=624(load 1=-1483( 2-11-4 -5-4 EFL in Coc) I/del L/d Vert(LL) 0.32 B -K >929 240 Vert(TL) -0.46 B -K >644 180 Ho (TL) o,15 H n1a n/a EIA iN TOP HR,- BOT H WEBS 7x8 M 1120 _ -0 7 -0 0-0,1 -4-0 PLATES M1120 3170-0 . * e VVei ht: 131 Ib `! Scale w- 1X56.4 1D -` �- 3x8 W120 [I DRIP 1 97/1 44 Structural ovc[ sheathing directly applied or 3-11-0 oc purli Ins, Rigid ceiling directly app;ied or -0-0 oc bracing. 1 Row at mi fpt D- J, F-1, -1 ]FORCES (1b) - Maximum Ornpr sion/M lximum Ten -sign TOP CHORD A-13=13/62, B- =-2639/1126,-D=-1x`7 1 . D-E�4 BST HIS B -Km -`11 1285, J-1=- 0 1' -_ � �� E-1==-�111�°�' P-=-11 � WEBS C -K=-803/397, 7 !6/1255, J= -l1 }609, F= -J=-5711179; F-�,J-_80 /1665, F�-I=-251 /10 -H=-659/" 0P=L `1815/915i NOTE 1) Unbalanced roof live roads have been considered for thi design. r 'pf atego11; Exp Q enclosed- i gable end ore; Cantilever Int rdri ht exposed a porch ieftand� it exposed; Lumber DOL`1. plate �L�� _. This tress has been designed for a 1�.� pf bottom chord 1jve loaf rlon-concurrent nth any other live loads. ) This tris requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance rpi.r. 5) Refer togirder(s) for truss to truss connections. n g at jaint) B conider ,parffel to grain value uRnANS bean -ng surface. i ' 1 f ! Irl form u Buildi i t r ISI uIIverifylit y of 7) This trUSLS is signed in aCcordance 4th the 2003 Int rn tionaJ Residential Code s standard . , I PI i , sections "�l 1. 1 nd R802,10- anreferenced Pfi for first LC exceeds limits LOA[) CASE(S) Standard Design vatlfd for use onf f� IiTeJ� aor�r7 ector�T TFC is �&�i n is ba 5 o r� upon � � ERW -9 PAG, '� ' c r lrr� i s d i# r r andi �fuaf buiUng cornponent. ��Ii��ility �f �l��ign Paramen#ers and Proper i"cor�r�r�ti�r, t ��,��ent i� xis c�,�sik�Efi i� fai I0t �f s p r rt f a�,df i 1 �I Y;reb 1`ri ffilr � ]C`1I '. 1 Iti ?�iC7� f 1 �C� ty of buildin designer &'rot Truss (je§Ig ler. Brac Ing shown e,re tc)r. ddItional per �r�-r)t bracing f the overall structure is the spons', 1��i� Ifs `r�s�r� �f��ffi �}'U�IrI� arr�fr��ti�ar� i3 the re-sPOnsibillit of the ty fr tion If + r� r 1, s�c�Ira lde-livery, r � r� andbracing,r s It building df I ner� For general guidance re��rdirig Safety Information available from Tru Plate fnsfifufe, ��51, �Ii �ua�i# �rt��, � �-�9 and 8 1] Building Component D"�r� l'ra� [��'��. Madison, I X71 . orf November 312005 7777 Greenback Leas - — uge 109 Cf#iruS Heights, CA, 9561 C 0 M i7e k a 1 ,. -- , .- I -�V1..f1 J 40 -ride' 6,200 s t.iu1 1 2005 �M]Te k Indu -2-0-0 6-6-0 12-44 18-6-0 as -a -a ��D B-6-0 5-1t�D3Q-6-fl 36-10-8 6-2-0 6-2-9 5-16-0 5X6 M1120 -- 5.00 F12 E dd"� Scale = 1=66,3 9-2- 1 0 :34 J12 - U - O- a LO;ADIN (tps SPACING -0-0 TOLL 35,0 Plates Increase 1.15 T DL 7.o Lumber increase 1.1 B LL 0.0 Rep Stress I ncrF YES BCDL Cock I F 00 /TP1 00 LUMBER TOP CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD 2 X 4 SPF 1650F 1 _SE 'EBS 2 X 4 SPF Stu d/Std -6 (Zi.U-3"C G- -0 i, d —.0-0-1 'Eche U CSI TC 0.61 BC 0.76 0.77 (Matrix) Aj 5X8 M 112 0 7-9- 3X4 M[120 DEFL in (loc) Inde#1 L/d Vert(LL) 0. J -K >999 240 Vert(TL) -0,60 J- 7 180 Herz(TL) 0.20 H n1 n/a BRACING TOP CHORD BOT CHOIR. WEBS 36-1 0-8 9-1- PLATES ii0 el ht: 138 lb 5X6 M 1120 GRIP 197/144 Structural wood s h emathin df rectly applied or 2_10, cc purl jns, Rigid ceiling direl applied or 5,9-3 oc bracing. 1 Row at m i d pt D- J, -J REACTIONS Ib/size) B=1985/0-5-8, H=1781/Mechanical` Max H orz 6:;7-1 {load case Max UPJiftB=-888(10ad case ). }--i=s7 (load case ) FORCES (1b) - Max; rnum Compression/Maximum Tension TP CHORD BA -8=0/z;-1488/339065, E=-803/143, -C=-�.�'1478D-E�4�1 f �I�j +� q025, C _ -3813/1579 BOT CHORDWEBS - ='4551220 a D-�—,1 a D- J =`902/48 ' E -J=- 1 /1 F'J;- 1 TE 1) Unbalanced roof lire loads have been considered for this design,. ) Wind: '� 7-; 'Ph; h=ft; TSL=�:,psf; BIL=T right posed ; porch left and dh# a cs�• p dee I I a Exp enclosed; � Bbl Ind zone, I an p ; Lumber DOL=1.33 plate grip D L=1. ,d This truss has been designed for a 10.0 p f bottom chord Rive loud none ) � ir�p�ctln per #I� Tooth Count Method the cn�rren# nth �r� Wither live I�s� This truss requires p�� r�hl truss is chosenr pihtslrr�c fcr to go rdr(fir t� to tru cnneicn. pecti 6) This truss 1is designed In accordance Mth the 2003 International Ides standard I}TPI 1. d r�tr�t �d tion R502.1 1.1 rid 8802-10.2 and referenced LOAD CASEf) Standard AG - d AND Design rl3d foronly'+ fconnectors. This sf r is b d i N�1:D TP �' �C�' PAGE 74 B , Applicobli liy of der�lg"n .Pc7rOrnenfel"S ah properri. + 1f"1 1`[ f 4�� 1 shown, 0rld Is fO;r 0 � fncfIvJt�. uaJ bu[J fn comp'��Je.I t. i r r �E n f COMPOL e nt is responsibility of d u ji ding d es[gn er - not truss d esi ner. Ero , is for 1� f ��'a f s u��r-� �1 I��f I ��i�� f d rr.�1-r��rs Ie� i_ A �lc�it;o r�o l te.r�r, porn r�r bracing to rnsUr � � n ��r�.�, erector. Ad�litic�n�ai permanent bracing �f the ovefa11 structure- is tl�e .respor�si�ilf of 1'f�e buil �t�bi�rf ��rir;� �r��trl�#r�rl is the res��r��'rk�l�lr �� fa b Ncc f1c)n. CIUC fi tY C On trod, s#orage, clef f�rerr, erection and broci.n , r ua t ANI P] I buildIng r�� p si finer, ��rgenera[ Quality cr�ferla, D B- a nd SI I B ldi ng regarding orn onenj # t f rr t rail � M 7,"s Plato Insfitufe, 583 D" r cfnio N e. Madison. r 5371 _ � November 3,2005 7777 Greed back Lane ab a u Ite 109 Krus Heights, CA- -9561 a Bel M Me Irk i ru ss ruS p EHA LL r,ONS `_ SPEC#I MONO TRUSS 7 1 BMC 'fTlEl� FLi�, Ii F, I ra(,optional_) 6.200 s Jul 13 200 MiTak lndris#ries, Inc. Ther Nov 03 11 -2-0-0 4- -0-0 LOADING p TLL 35-0 TDL 7,0 BOLL 0,0 BDL `.0 LUMBER TOIL FAD BOT HO D! WEBS Fit A 4-9-7 3-8-9 1,5X4 M1120 11 A SPACING 2-0-o csi Plates Increase 1.15 TC 0.38 Lumber Increase 1.15 gG 0.50 Rip Stress I ncr YES WB 0,17 Code .17 Code IRC20031TPI2002 (Matrix) 4 SPF 16 OF 1.5F X 4 SPF 165OF 1 �SE SPF Stud/Std REACTIONS Ob/size) E=377/Mechanical, Bs 1 - -a Max HQTz B=1 4(load case Max Upflf =- load case 5), t:- 1(1oad case ) FORCES (Ib) - Maximum Compression/Maximum Tension TOP 0 H0 R D ATB=0.65, =-488/83 , -D=-72/36, D -F=-126/63 BOT CHORD D --E=-1671371 EBS -F=-1 9/189 3x4 M1120= M DEFL in Ioc) I/d fi Lid PLATES GRIP Vert(LL) 'e 0,29 B-E >342 240 20 197 144 (TL) -0. S -F >189 180 Ho r TL:) 0.01 F n1a n/ j e g fit' 31 lb R 189266 0 '47 00:5 Page Scale = 1;.5.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0curlin except end veil, � s F3 T CHORD Rigid ceiling directly app] led or 10-0-0 cc bracing, NOTES 1) Wind. ASCE 7R8; 0mph; h=; TD+L= 4.pf; B.DL=4. �� eta . r1f�# exposed ; porch left and rift ad; Lumber [� 1� � �� , � ; enclosed, I�F�S ��1 end �.�rr� ��l�r left �n� 33 plate grip DOL=1.33- This true has been designed for a 10.0 f' bottom chord live load no ) Thr truss r��ui�� data i��t��n ��r � Toth �� Method nconcu rrer�t t1� any other Ire loads. 3s to giirder( ) for trans # tarns Inn is ns. than t1�1 #r� ichosen for �q�laiit�r fir' n inspection. ) This true is desig n ed i'n a0cordan cits the -2003 1ntarntion1sid e standard 11TF f 1. r t a� � sa tr 1. rid 1 r f n oed LOAD CASE(S) Standard A WaMWNG A'rc�TE-5 ON TIHS AND JWCLMW AUTEK ��si�� id for �� r�f� v�+if� �'lTf� c�rtir�e�fars. This ��i�� i� �c�d and � ��E .��.0-4BEFORE, APPiP iJi 'car' cf epi era r ' rs Proper i roc r v ticrl f rkl r f i fi .sP , and wn is fO' O n Ir d victual bu [Jdi rig component. �s for la trc I SUP P01,of �dw�idOO1' b r�ierr,bei� ar71/, ddi�ic no I' fe rr tpo�'a r I�rac in � f� � i lures stity ofy ��I d��1 �sr r� �r � ria t toss designer. ��i�c� �r<� • i. erecter, cIdItional permanent bracingof the Ovefdl S ture is the respor7sibili �f tJ�� k��id�ir7 � `c��nr� ��r��tru�tr�r� is �f�� r�s��r7�ir�illif + # #� fcbO olIcri, quc confro,l. storage, delivery, r f n d ra ['ng' r It �y r gner. For ggenera� oinaneo re fdireg rd Safes I nrormaff on 0voll a b le front Trus Plate �nsf to fe, 583 DdO nofria Drive, Madison., W1 Quality �rt�, � � -$ � and � � I i Building �rn � �n� November 3,2005 7777 reepback Lane Suite 109 4rus Heig its. CA, 956 t O EM I ff MiTek 0 V� 9D91Q-D5 E37GE � GABLE EiM'C WEST (fDAHa FALLS), IDAHO FALLS, 9D $3402 ` -2-0-o 2-0-0 5-5-0 4x4 M I l0 = 1--4 LY r 1Y CRS°APPLE C fN T. SPEC j 1 Jeb Reference (0 iiana� 0 —O.J �u! 1 2-0 —6-5 6iTe�andus#rie s, I n c. Thi IN o v 03 11 10-110-0 5-5-0 R 189 599 1 :47 2DD5 Pagel 12-10-0 -0-0 SCS10 t 1624.E M LOAUIN (pso TOLL 35.0 TL 7,o BOLL 0.0 BDL 7,0 LUMBER TOPCHORD RD SOT CHORD OTHERS REACTIONS SPACING -0-0 Plates Increase 1.1 Larmter° Increase 1.15 Rep Stress I ner NO Code IRC2003ITP12002 4 SPF 16 OF 1.5E SPF Stud/ #d 1 TC 0.38 0.08 WS 0,05 1 rt ) 10-i0-0 10-10-0 DEFL in floc) 11d fl Ud Vert(LL) -0.05 G nir 120 Vert(TL) -0.06 G n/r 120 Hor TL O.Go F n/2 n1a 13t NG TOP CHORD BOA' H RD PLATES MfE2O Vlleight: 36 lb RIF 1 97/1 44 truural wood sheathing direct[direct[y applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (Ib1 ize) x`382'1 -10-0, F- 3 82/ 1.0-'1 -0, t=167/1 G-10-0, J=238/10 -10-o _ Max HerzB=-75(lo d case Ld-� Max plI =-178(I d case )r F=-1 1(load case , 1=-1 joad Case =- a raC��a��d � F= � �, J lead e ), I�=L(lo�ld case 6) (lead case �1 , 1=1 (Ioad case 1), J= 4 iead case 7 H=245 (foad case 8) F E;(1b) - maximum COmpression/Maximum Tension 70P CHORD -B=0/ , B- -7 / w -D=-4 1 `t, D -E;-481 E -F=- 164 BOT HCS B -J-0/62, t -J =0/62, H -i= 016 F -H= a� F -0 `EBS D-]=-129114. -,J =-226/92 E -H=-226191 NOTES 1) Unbalanced roof live loads have been Wnsidered for this design. pper, Category 11, Fop , enclosed; MWFRS gableend zone-; cantilever left nd right exposed porch Ioft and right exposed; Lurnb r [ 0 L-1.3 3 late r! ) Tsdesigned for mind Iead in the plane of the t.rr.� only. For p ��°L-� �, End Detail r tud exposed io rid r�armI 1 the ` "Standard gee i This true has been designed for a 10.0 psf hoftom chord live load nOnconcu.nt with any other lig e lead. 5This true requires pate inspection per the Tooth Count Meth od when this true is chosen for quality assurance inspection. ) Gable requires .ntineu bottom chord bearing - 7) Gable studs spaced at 2-0-0 o. ) This truss iS designed 1 accordance with the 2003 International Residential Code F.� 1 �d f.1r re tnd�d Il`11 feren d LOAO CASE(S) Standard � RE -4D 'VC�TZ S ON TIES AND LAMUMM � '� k� �� r�CId f�� nk� ��i�� T� connectors. T�� design �� s�� I�� shown, �r� i� f�� r'��ducI builir)co mpo� ne r.i i,ppdica Irl� � � desr rpa ra menters a nd proper incororatorof co p c nn# i esp�n��o€ bujUirg design ' - riot fru s� dssg ner. Bracin g shovm therp�si ti f the buifdandesigner, F -or guidance regarfabding #J alr nfrt,storage, del' it is fir lateral support of irdivid�� membersont. dditonaf trr��orar bracling to insurestability7rnt ti ra t r prs b l herector. Addtonal pe an ut bradrof the 0v a�J� tur f t,rtclbrin A c sot ,11QUOMY Uieda,B-and BCS11 Building Component Safety Information avaiI I rs Plate l f t , , D'Onof6o NVer Mad -Eon, I 53719, 6-W4 ��F fpr \�C7NCa November 372005 7777 GFeenback Lane sumo 109 CIrus Heights. CA. -9561C ob MiTekoo 1� 1011005 BMC 1%+ russ 77r—us—s7y—pe NftGE I MONO TRUSS I..Fp, _JD °HL L ID 83402 LOADING (ps� T.LL 35.0 T CSL 7.0 BOLL 0.0 DL 7, LUMBER TOPCHORD E30T CHORD WEEDS OTHERS REACTIONS nto W -2-0-0 8--0 2-0-0 I CHAPPLE CONST. SPEC J. -r Referenceti nD 6,200 s JuJ 13 2005 iT k Jndu tai Inc. 1.5x4 M1120 11 F 8 -- 8-F- n 0 Nov 03 11-26:4 SPACING 2-0-0 G51 � TEFL f Plates Increases � .15 TC 0.33 �n {loc} ilde� Ud � PLATES GRIP Lumber Increase 1.15 Vert(LL) 0.00 A n/r 92U � W120 1,97/144Rep Suess fncr YES BC x.04 Vert(TL)-0.02 A R!r 12� Cade ERC20031Tp12002 WE3 0.0$ Horz(TL) Q.pp n/a n!a (Matrix) Weight- 32 !b 4 SPF 1650F 1.5E 4 SIF 1 5OF 1-15E 4 SPF Stu d/Std BRACING TOP CHORD Structural wood she t hj ng di rectl y a ppji-ed or .... end verticals, BOT HARD Rigid ceiling directly applied or 10-0-0 cc bracing, (I b1 iz) =72/8-6-0' 8=363/ _o, H=2061r8- -D, 1=213/8-6-0, Max H o =1 4�J d case . � ~ � �� - R FORCES (Ib) -mu O � 1�r��r��klr�r� Tension TOIL CHORD-BzG/ 4, B-- =-117/5, - -I oo/39 D =- _ = BOT CHORD B -J=0/0, I -J=010, H -I= 13 G-H=0 B F--3 18 , P- =-62/33 WEBS G E -H=-1 75182F D -I=_ 1891100 o -J=-99141 NOTES 1 ) [fid; ASCE 7-98; 90mph, h=25ft; T'DL_4. r� g ht �cpOsd ; rl� left a n d right �� B � �_�.�.� Category I I ; �� enclosed, �11P= ISI �� exposed; Lumber DCX=1.33 Plate grip DOL=1.33, zone; cantilever left and ) Truss designed for wind loads fly the plane of the #r� a�F For d (normal t t P iT St Detail't n ): TIS i s t ru ss has b ee n d ei g n ed for a 10 . 0 psf bottom chord live load nonnurrr_nt Mh a ny othr liare Ioad. 4This truss requires plate inspection per the Tooth ount, Gable requires ntinuou . Motto chord bear' t e r r n r quality assurance inspect -Ion. Gable stuns spaced at T0-0 o . ) Thi s #ria ss i s d esin ed ire accord ane vitith the 2003 standard HITPJ 1 . lntrntir�lRes EaJCo d ti 1, �I .rd LOA D C A EO Sta n lard IDGQ�ign valid for use S and READ NJT0N'Tffl8AJVDDWM=JED AUIZXREPERENCEP Onlyih� iT ar�r` t r _ is design is b ed ra1 -7473 BEFORE USE. Appkabijif r -of 6esIgn par men, t rs and I�roPer incorporatfo of cornon t is SP0n l shown. . �� i eS Ir � of Jru building s�c�r� i��r��r�t. i fir �a# aI r 1 -individual "} it it , �J # rn bracing f Tib it f u l d a -nit # s des, Bracing shown �r�a+ter. �Idatf��cf p�rrrr��r�t k�rac��, � f t�� iris � i stobilit dur�ng ac�r7strVCi or� is the responsiJ�lllity of the tabhcafion, reality control, storage, d 1ve , � cfQn and bro n the consult iib€lits of the b� cion designer, For en l uid�r�a� r gar'�lin QWulSafety Information available iiam Truss Prate rnstitufe, 50WOnof o Drive, Madl on 153719, iii r�rF�r3�r D �-�� i � �1 Building � portent 818926601 e Scale = 1 ;5. I November3,20-05 7777 Greenback Lane Smite log us Heights, CA, 95610 MITek1� L!C)o ru I' runs ype t 10110-0 -Al GE COMMON BUIC `E T i l F t~ ), IDAHO I-ALLS, 10 ,93402 -0-0 -0-0 18-6-0 1 B-6-0 5x6 M 11G7-- 5.00 F12 L iii CHAPPLE CONST, SPEC 91 I Job 1 feren (optional) 6.200 s Jifl 1 2005 M[Tek lndu-suis } I n _ %JV_ I U-0 18-4-8 18 926:590 T h u N ov o 3 11.264120-05 Page I Plate cyffsets V )- r -AF -_n n -.i A LOADING p, TC LL 35.0 TCL 7.0 E3LL g. BDL 7.0 LUMBAR T P CHORD BOT CHORD OTHERS Scale;-- 1:66.4 f LA a ,.-%%j fir' A�_- AO AC AB AA z y X 3X6 M1120= 5X6 M 1120 = 31G8 3-'1 G -S SPACING -0-0 Plates Increase 1.1 1 DEFL in oc) 114 Ud 0. Vert(LL) -0.00 A n/r 120 Lumber Increase 1,� C � 0,11Vert(TL)- Rep Stress tncr YES S 0. Ho 0.01 n/r 120 Code it 00 1TPQ00 (TL) 0.o1 n1a n1a � tdx PF 16 OF I P 4 SPF 1650F 1, E SPF Stud/Std BRACING TOP CHORD BOT IMOD PALATES M1120 Weight: 167 lb GRIP 197/144 Structural wood Sheathing directly applied or -0-0 oc Budin , Rigid ceiling directly applied or 10-0-0 oc bracing- REACTIONS ra in - E 1`I NS (i /size) Al= 196/36-10-8, J�197/36-10-8, A -191136-10-8; �� - - , AC= 1 f ``10 - , 196}36-1,0-8 �=1 � - 0' , =135/36-`10- , AIS=196136-10-81 W -z249/36-1 �} 1'- , -195 '36-1 8, Y=200/36-10- 8, X-180138-10-8' Max Hort Bel 8 (load case Max lJPliftB=-125(1oadCaSe 5) TAF=-58(load case 5)r AG=-67(load case 5), AH=-64(laad case 5), Al=-64(load case 5), J =- (load case , A _ 8(1oad case , AL 8 (load case A _- =-8 t ! ��1 I G , �_-�5I cast , IIIc ravB=load case 7), V=101(load case 1), E=1 ), 1 1 1 o case 1 r J=1 7 loa d case 7 AFS_ 1910 _(FORCES � r 50 (1 oa d case 8 tb - I . imum Compression/MaArrum Tension J -K= -4811I , -L=- / 0 , L- =-48/202, M -N=-48/1 , N - O=-48/129, = f 0 fir — =°._4 8/ 1 � T— U"' 4/20, U— V=— l 11/35 1 -- 1 , P— f 6 'a Q—R =-4 /44 F R -22/23P— S= BOT CHORD B -AIS -0/119t L-AM=01/11 , A K -A L= Oil 19, J -A = _=0/1H-AlAE -AF=01119, D -AE -0/11 9P -A[D-0111 B- ' /11 AA -A6=0/119 � . , _ �-_ 011 M _0y _1 t: 0/1 \ONAt -Y�19, .= 11 ,WEAff _/- A 188/84, f -AH 108 80, H -AJ= -168/81 G - AJ 1 81�-=-1 - L=-1 -A IV=- 14 815 8 3 M -A D=-175/71' N -A =- {, 0��16 8/8 , - =-1 �. 8/81, - =-1 70/82, T- =-1 /77, NOTES 1 ) Unbalanced rOcf IIe iOads have k.n considered for t�II design.Intl: rr� � -� �pd"?; h-; TDL=P:f; BCD L= fit; C atgc I 1 � Exp s n closed; Fgb! n d .�o n � n�� n htexposed ; porch left and right exposed; Lumber COOL=1.38 l ��r I plate rid �L�°1. , Truss designed for vAnd loads in the plane of the truss only.Fira End Detail"u d ir�a1 rrrri h t fill {"tlndrbl 4) This truss has been designed ter a "0.�f h�ttc� chord 1�� load n�� r��fr��t h �rother lig loads. n page T�E�'P PA =4 BM.De51g1 VCIId fay use only With ,Tek cOnneatcrs. This dies®n is bas�rf upon p r tes rn o -ter I SI U 1 n C 1 tr t.pJ3 r i g f i aro`npt r� proper in c rP Ora do n 0 f cOmpon en t hs re�pon$lbf ff of btj ildrng deS ig ner - nOf fru-s de is t�� I ��r'�d �� .nt � � gra clime duaJ b ��m k� o r�°. A d d iii an cid _ si n�f, � r� . -&r��t0r. Addi#i on a I P erm a rter.t brocIn a f the overa Gf strjaiure is t�r�� far a � ra �� `� t r��r� �t�t�i f i ��rn� �r�s�ru at i� r� i� the � �n� � I I �� shown fabr[ca#r�r�: a l:i car tr 1. t ray r I tiv a the responsibility of the building �de�i r, , For gone�I g u!do na+� gar'dink �f tea rr �r�.ti�r-r ar�� r��r�� a�ns�Nf �N��"i�ll ��ar ��r ��-�� 1 ��rl�fr�g ��nn �orr�nt o f I nf� n csflon �avoif a b 1e from Truss Piste Inst. tute: 533 D' C n Ofrf O IDTfe, dad iso n, 1 3 7 ] 6K4 ON G November 3,2005 7777 Gree n € ac k Lane: T N� 1JAe 109 M� CD ] nr s Heights, CA. 95610 IF MiTek a I— F rus 10110-05 q Psi FSS), Ib. -HO ELLS, 1 D 834 -0-0 7-2-12 2-0-0 7-2-12 ype COMMON 1 O 5-9-4 FBI HAPPLE C6NST. �SREC ##1 Job Referencle (optional) 6.200 s J a I 2005 M iTe k 1 n d Stries, Irl - - 1 26-0-D 5-9-4 7-2-12 R1 -926595 Thu Nov 03 11=26:44 2005 Page 8-0-0 -G D Scale = 1:49,0 LOADING (p T LL 35.0 TDL 7.0 BILL 0.0 BDL 7.o LUMBER TOR CHORD BOT CHORD WEBS 1 0-0-0 I M-0 h SPACING -0-0 Plates Increase 1.15 Lumber Increase 1.1 Rep Stress incr YES Code IR 003[TP1 00 4 SRF 1OF 1.5E X 4 SPF 16-50F 1.5E FF StudlStd 9 Y I i G.Lf�'� 4 110= 536 110 :V -U-0,0 ,F-:0-0-0,0-0-0 EA TIONS (lb/size) B=144510-3-8, F=1445/0-3-8 Max Ho r ==144 /0- - Hior E=132(load case Max UPIi =- 57(lo d case 5), F=- (load case CSI TC 0.55 BC 0.52 8 0.37 (atni) 16-D-0 � 1 F:0-4-2'.0 _ , [H-0-3-0,0-3-0 DE F L in (I oc) I1defi L/d ert(LL) 0.35 I" -H >870 240 Vert(TL) -0.5 F -H 3 Is Ho (TL) o.og F n1a n/a BRACING TOIL MORD BOT FAD FORCES i) - Maximum OMPre on/I" a imam Tension TOFF CHORD �B=0165, S- = -2445/957, -L)=-2021/87 , D -E=-2021}3 8 BOT CHORD B -.I= -8 94/214 , H -I=-5 1 /1.491, F -H=-763/.1 a E-F�, 3, - _ 'REBS - 4 I=-- f 7 r -I=- /610I D- E -H=-572/276 .26-0-0 i f)-0-0 PLATES GIMP M1120 197/144 Weight' 90 I Structural wood sheathing directly applied or 3-8-13 oc purlins. Rigid ceiling directly applied or 7-3-14 oc br ag_ TE 1) UnbaIan Ced roof live loads have been co n sidered for this des n. right exposed ; porch i end rightexposed;p4.p.t; Categoryii; ; erllc�ed; i�#ER gableend zone; cantilever left Lumber DOL -1.33 plate grip DOL.=1.33. nd )t in fir 1 �. pf bottomchord lige ioad o� This truss hes been d � � � per the T��r�curr;nt th an other live Io�.ds. 4 T�+� true requires date inspection �th ��t Iet�� e , � this tri I hen forqueltt assurance inspection,5) This truss is designed in accordance with the 2003 International Residential tanderd ISIITPI 1 _ ode tion0,11.x' and I 8 02,10-2 and �'eferera d LOAD CASE(S) Standard VerVy CleSign Paranleters and READ AFOTES ON IMS AND eSign VC3pfd for use only vAth M Te k corenecto . Th -Is design i� based � �D T �� PA G,9 R O E A pp l l a b id l of design n rill ror�rr f s ho . an d is for ars indi vid UQ1 build rig coo on nfi p�rarr-t��for� �n� pro��r ��p�r�fi+�r7 �f ��t i� r��.>�on.�iblri of � fc)r l!�a to f support rf # �t�c i I r, mbers only- Acfdif anal ter�po°rcrr br�c r, to insstabilityg de -sig - not truss d i re r. Br i t7 a+�vr-E r t r_ d itiarr l rrr-3 nt bracing f t r N st #u i #I p s ik fir f t 1sur jr traction is the r sponsicillit of the f�rk�ricatdorr. �ivalif cor�trolA s#ore, �elivar, erecfior� �nc� brooang, conIf ANSIPIT � ��n�r. For ��r��rl ��i�l�rt�� r��i'd'ir� SQfe1 Informciffo � ovolJo �,e irrorn Truss Plate fnstffute, 583 D' nofrio Drpvs'} f # rrrs, [ �- and f 1 i ih m . E��nr I �'1 + G � f1� November 3,2005 7777 Greenback Larle- quite 1.09 Citrus Heights, Com. 9561011", MiTek a -0-0 i LOADING (psi TOLL 35.0 TDL 7,0 BOLL 0.0 SWL 7,0 I runs 81 E V FALLS), IL, , ID 83402 5: 007 i runs Tie COMMON 13-0-0 E F G Wty rly CHAPPLE UONST SPEC #i Job Reference q#ional 6,20E s Jul 1 2005 MiTek Indu tiles, Inc. Thu N -0,0 4X4 PA i J 0 H 3x4 1120-_ SPACING -0-0 Plates Increase 1.115 Lumber Increase 1.1 Rep Stress lncr YES Code IRC2003ITP12002 LUMBER TOP CHORE) 2 X 4 SPF 1650E 1.5E E T CHORD 2 X 4 SPF 165OF I - 5E OTHERS 2 X 4 SPF Stud/Std 6-0-0 J IN 2 R18926596 )05 Page 1 091 -n -n -- --0 Scai-e = 1;49.0 9 L lig 0 N 3x4 M020= 1 TC DFL in Io 11de PLATES GRIP 0.33 BC 0,0n1r Vert(LL) ' Vert(TL) -0.05 0 -0.07 120 M1120 71144 Wo 0.10 n1r 120 � W atri Weig'ht'. 104 Jb WACING- T P HO RD Structural wood sheathing directly applied or 6-0-0 0 urli ns_ BOT HORD Frigid ceiling directly applied or 10-0-0 cc � bracing. ' 1 8 9/2 6- 0-0 P U=196126-0-0, = 1 �P /26— 0-0 , R=194/26r—Q-0, '— Q— 202 26-0— 0 Max Hort =1 1cad case ). f =� P=189/26-0-0 Max Pti=-14(I0ad case 5), W=-61 (load case ), _-1 load 70 se --�-8�ioad ase =- Io� �, ��I��I �e=-O�Ic�a� ase , d case ), U!-5O(load s ). =L-(tod case o- =- I case 5 P=-O(load case ) case ), - (load Miax:GraV13=376 (load case 1), V=1 4 Ioad oase 1), =203 loan case 7 = �[ OJ oe d 7), = 0' i o� , _ �� sae � �, � � i� e 1), ed Case 1), _1 0(Io d case )1 LJ= O �J'oad case_197 fo R=1 4(f oad base ), - 0 (load case 1), P=1 90(load case a d 1 FORCES (1b) - aDcerr um Omer-ession/Max[mum Tension Tom} 1JJ 11D A-8=0164, B --41 j o D"af 87 �—E'711 0 E—F471127, --471149, _ ` K=— J8 , K—L=�• 149, L—M-,::-48/279 —I 130, —O= SOT H D E-AAi01111, - -0! ] 11 A Y- =0/111, `4=0111 1 W - X=0/1 - = I _ f _ 011 11, EB H -V= -156/0P T =-1 8, E -X--16818 -Y=-1 -- 164185, C -AA= -185175 -R=-169180, L- = 164185? -P--I a NOTES 1) Unbalanced rO f lire loads have bee n cnsidered for I h i s desi g n. � 'i��l: E �'-�; rrlp; h=• TSL= 1 4. p ; E L= p ; ete 0 I ' Exp ; enclosed; MWF able end zone; d!ght e p sed ; por h ref and right expose; � umber I L -1. latentlle ray left and Truss designed for rid Dads �J�i #iia plane � the #rust oi� �rlp ��L- � .. End Detailto only. For studs a e t rid rrn t the face), see iTe "Standard Gable This truss has been designed for a 10.0 psf bottom chord live loan nonconcurrent All kalaWs are 1,5x4 MH20 unless otherwise indicated. �r�t �#� �n other 1� loads- This truss requires plate inspection per the Tcal~I Count Method when this 7) Gable requires continuous bottom chord beading. truss � chosenfir�uallt assurance in �e inn. Gable studs spaced at -0-0 oc_ O) This truss Is designed in accordance With the 2003 inte standard ANSI/TPI 1. rnatlonal Resldentiai Code sections % 0 .1 1.1 and R802.10-2 and referenced LOAD CASE(S) Standard A 1116!11111�1 1:7 AIL WA R WjV4 Design valid for use onJy with Mr-rek connectors. This design is based 0�1 PPilcabilr r ] �pc r xl f � � is fir ern Jrs i d i it iy Is for I t r rl support r �n r � 0Itib proper eve r r tl n'ipal�ent is r s nsi iIan 0f U, irig dere rr r - r� rs o nl}�_ , d d ftl oriaJ temporary bradn fa Insure sfabi r dudn con stru c fl n o f Is he J -esPon sib 111 ity of the erectOr. Additfonul PO-rmctnent brocing of the overcxit �irLrcture is the responsibility of i e building d fabrication quali ccsraref. storage, deliv r � r to r� rid bre Gn 1, rrs ff AN 1 11 u n Farr genera gu±d�ance regarding Safety l r>dt rmt� r� a�c� e fro m Truss Plote l r stitute, 583 E ' n of Drive, act s 3 I Crrt 4t, D B -8 9 a n d U CS1 I building Com ponent November 3,20.05 7777 Greenback Lame ....... SuRe 109 Krus Hei9hts, CA. -9551 o sm so MIOTekm 14 6 l-' INSPECTION TICKET FireB❑ Plumb. ❑ Elect. 0 Meeh. 1 mcpection ReQues Req. By proiccl.. Address lnsmctl( Dai /Time Req. Date t. Reed By ao- Phone Na. Permit No. Inc,pector's Report L TC Res. ❑ Comm. mmr� UP INSPECTED ITEMS C�NFORh! 'PQ APPROVED DWGS l N SPE R' S ACTION AP�`ROVED [] cp. (FINAL) ACTION REQUIRED: Signed-4Ka-*—lf,,*lr6 Reic"t Acknowledged [� DISAppROVED NOT APPLICABLE y�z ny Ej N 0 N/A L] FINAL Q DID NOT INSPECT Inspec►or INSPECTION TICKET Fire ❑ Elect. Meth. ❑ Plumb. VO G Dale �--�-� Inspection 'Request: Recd By mftmp Nn. Req. BY Pi.0jec:t_ "� 35� Permit No. OS - 0 Address '��,!"'=� Inspection Type '�2b Day /Gime Req. in_= inspector's Report I_ n ir, ❑ Comm. NSPF.CTED ITEMS CONFORM TO APPROVED DWGS 1NsPF,CT0R`S ACfEON (�IAPPROVED � C.O. (FINAL) ACTION REQUIRED: pISAPPRpV ED NOT APPLICABLE L] FINAL [j DID NOT INSPECT Inspcclor Signed Rec'i Ack-no Cd P** Inwedm's CAM" YOQW job N INSPECTION TICKET ❑ Plumb. ❑ Elect. ❑ Mech. Fire Bldg. Inspection- Request, Recd By'�' '-�-�s Req., BY --------- projec Address �"�� inspection Type �.- pay /i'it-ne Req. �.. Inspector's Report OlL Dale � ��-� phone No. �� g� �v�� 1 Permit No.�5f)o3,s7-- o4—S �a Res. r a Comm. v �r-g-=m INSPECTED ITEMS CONFORM TC] APPROVED DWGS jNSpF,CT0R`S ACTION _-- 0''AFFR4V ED �� C.O. (FINAL) ACTION REQUIRED: Signed ReCt Ac�noxvled ga-d _— 0% - --. [j DI5APPROvtu [j NOT APPLICABLE L] FINAL [] DID N09' INSPECT In'speclol" Y or r y.REXB'UPV(] JAW 61 '1 City of Rexburg De partm e rpt Of Com m un rt y Deve lopm ent 19 E. Main St. .1 Rexburg, ID. 83440 done (208) 359-3020 / Fax (208) 359-3022 ReceiPt Nu : 059..b; 0 156. U5 00357 0500357 0500357 0500357 0500357 0500357 0500357 0500357 0500357 0500357 Mechanical Residential Firtiraq Building Permit Fee Plan Check Fee Residential Plumbing Permit Fee Fire Impact Hookup Fee/Sewer Hookup FeefWavter Park Im Pact Fee Police lmp„act Fee Water Meter & Parts $160.00 $1,430.55 $143-06 $200.00 $184.6'1 $'!,00(3.00 $'x,550.00 $604P97 $158.11 $317.00 Total: %V t I aid '14 L I %J I Amp u nt P Payment Check. Paym e nt Method I Num. ber Amount CHECK 1076 $5,748-30 Total $5,748-30 genprWreceipts $160.00 $15430-.55 $143.06 $200.00 $184-61 $1,000.00 $1,550.00 $604.97 $158.11 $317.00 $5r748.30 Permit# page 1 of I $0.00 $0.00 $0.00 $0.00 $0.00 $0.0o $0.00 $0.00 $0.00 OL A 4+. W