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T'H I C KN i SS I 3 11 1 1 EF'FtECTIvC SLAB W►DrH) _ e 81N1 C-�T 14 1710 (Q DEPTH N CDNC COMP eSS1611I ZfLOG D 4S IN �F��g��`LC. u - �CVE2 Afc'M `GI 16 3 INS V p1E I 2q SA VJORWINC CA .0 5�G Ihj /Ff ' Fr -- Z c.�Tl a N ACT-VA L '•} "�� •��` EFL 171ON Sh ' i I i • NARKING K46D �1 A , ' I I SP TZ S'PAIM I ---_ z 3' 1(7 FT w I oiH 4 FT i�EAD 1 I�cD 76' PS c' I I�lE Lop0 .40 Ps r IISPSi Mdlul ENiT SUN I FoR1`4 L0AO) 32, ZI S f T (�� • / 0000.. i OMI[N T T {-OA C� I� SZO F1'6 : : : •0000• •..• i ' � .. . 0000 0000 tN SIDN 37, 9�Z 16� As .. . ' I ' BIN .. I 0 0000 0000.. 0000 .. 0 . . 0000 000066 . 117ESIGN 0 . . I .OF WEQ IJIA CQNQL S 0 i •••• :••••: !-Erf G t7•I I �....� 0000 26 lkl� 0000 0000. n 0. 000 000 . . -►BAR 71Ac bl 00:00• 0 l71A i P i<LIP,I u , 6 �5 �bz ksi) R,EA TEN SIdIvCKJ CATlbN 6160 0785 1Z. A ,�� a•�2 909/ 14�(17 ol Ion• �7 11 -40 .4q2 s 48 Z' 78 V6 LOMPOS,TE To/ST DE51 N s)t ULTIMATE STRENGTH METHOD go,rToM CHORD STEEL APEA y I 09 IN z 1 4o'LS SPACING �1 I 4 Y �• c.pP THIGKN5 . i I 3 I N1 b (Ir rFLCTJVC < LA L? WIoT H) .481rt'1 17 W-4 COL OtPTr! � CONC COMPPdSSld(%l 3L06r , p•(jIN ��VE;� A(c'M `G� � � I�• 1 IN S I by-c qy r A cr(-)'A L WORKING ti0A D so . �� ,�•• , .a� -F'tiECTlo N ACT-VA L 'D kFLLG 'Inoty - Lawn i •:� `er 4`e: Ai VO RE 1� zi y, �'•� 506 08�/ �;,,.,�,� �,4_y ..,�., _•.-'r '/►.� � 8 d s z fib.p // /� �� ,�. f! �, Y�•y;�;;,:,,�",.`3'. ��{+w: tt`�!T�•„roe...,•� �/"�� F•9'�0/ �G®1�� '� ';i��"�t; 2/ ,�/ L�//'��^ // ZV/ ��/��0 7/ / p(,/0 J 00 Z *so* esos• •..:.. •sees• ! : w � . . sees e e e :sDoss sees • / sees.. sees , . • se a Des• I I ; Does* Doss so** :s . e sees • s• . • Des. ***so* . •e . .. sees . . . . e e e e .sees. * 9 , •• e n n � L ' � e .! • w w ' . w I � I j .. .. D ; ... i jsZ $ z ' 9n .SLb � fig Nk "�r�.. �• Q� (FF 1 i I i M.V I i i + i 0000• 0000 i • � �" �r�Z�'.:s,� .d®fib �•'� - � r b� � J ��» /.L i �./ �� .... .... . .. . .. •••• . . . • • • 00.00• �� (�- K Y to I f f r rZ•6n..�r�' n S' • . • • • • • . 000 f • • • to •• • • • r i ••• ••••• • • ••. •••• ! i Vi z C-Z Z C! r% zz•z ZL •�/ f � I .... 'd 7z/ ✓� o d/y yN�.�/�oM d ivy 0-7 /kv Zl•L — T� G�/Oy�2 �l o dW 1 1 ; j — 01 ST /�N A �Ysrr Qy M ETFlpp pF SECTION S RA , DtlC Tp • RIVE ¢ 0 C p .. •....�CT� 0.0. • At �oi.t•r- ,7 � A -CP1+-4) RA — S17 y .... ..... CC�A RA - • i (�A - �Pr+z+� SEC _ RA l 8 9 o I h f rJ9rST �-3 j�A ¢83olhf ,, I ( �t1 ��f b = 1I2 "� j /L/� ^�/� /f2t,•j�C,fig x l�3 =Sl p Z 0-10 AI t'4 V4 � ,fly' �]� �y C- � �•;;,C� ;`� •� PA 2 KS i � Yslr aY M ETt-! pp OF SEcTt6N S p I — z¢ P2 m © ® P5 RA 14 liq vi s • MpMEN7' fJcJ!_ V EE 0 CA i t r "1 RA 0'f S�,rc r, . G (�'A - P Iv RZ o (�alJV-r �.o,4o z9aa k _� I sic - -7 s3s Ibs sEc T © z RA , / = V J ECT - (PJ+ 2�9SEC Q a of ,R7 IbS RA ose16J r 1r'p O-x 174o i6 ,s "- - i � •F.^pi�,�erN•1 to t�� Design principles an ! I • �caEcu)at>,cns Mi bro ha • P site design) Various fiexural failure stages Ic<.85f'c!� I � .85f'c�, IUNI I a Cu •• ••• ,C • L IED t .. CONCRETE` is STRE SS BLOCK ••• 1C) •...•. :•... *6 oeve JCL : . ...• ....•. i • m �0 •••. .•.••• Tu 6 As fy .... ..... Tu=As�f • Ey l Ey * Tu=As (y� •.•. ..•• ELASTIC I S� TRAI If INELASTIC STRAIN ELASTIC (a) i - .-. ISTRAIN INITIAL STEEL YIELD (b) `*-- INEL gSTIC;STRAIN FiG.'6 I SECONDARY YIELD STAGES ' (c, '-► �' 'Upon'addltional load application ULTIMATE- Crete•sfralns STPCE and progress furthef into heir .'ranges, ,7he1 their inelastic The lever arm, d strafri neutral and the lever ar` axis continues the ultimate u• can now be deter Ined 4nd troid of co m continues to in to rise moment ca mpress%on force continuesstoarise. in en from the expression: pacliv' MuI !s calculated final failure occurs with crushing Crete flbres, At ur s'' g Of the u (c�' du, has been reach'edpOnnj, the ca a peer con• Mu = Tudu the simpltfled co'ncre'te maximum lever arm, Now, Mu also = Wu L2 (10) ete stress b ock as shown {c Equating 1 1) IS universally used. � • • • quating (1 p) and (11) VV 8T It is a °sim ' i u _ udU ment Ale matter;to calculate the L2 ' capaclty of any Ha ltimate mo- knOwlng'the bottpm composite Using a load chord size. joist factor of 1.7 Tu!- Asfyl. , , • Capacity(total dead and live` the working load Also, C . . . . . . . . . . . . . .(7) site Joist per unit length, W lcad the com,;a concrete St�res's fa equal Usin 0.9 _ g an additional s' u Cu i= 0.9 I ,-, x 85 �f ab 1.7 9•,, where b — lesser'ot span/4, joists . (8) For a more exact c — 3000 psi pacing, or considered. analysjs factored loads , •. } ,Equating (7) and(8) 'results ads w! f ". ' �., •''• '�"ti's. 'b'e Ott?; 'only, unknown n "a" becoming expression; nand Js easily calculated b the ,;d,� `` a ••h ,s`_.. •`��rs�� i L• I i i i --�. zE" 7o EL E t red 6 Z-s' Sit W/AA?I QrNRY 0 • .00.0. i . . 00 . 0000 • • • • • WELDL--p CONNC'G Tean/ —'p •• 0.00• P • /(a ,r p'A•L LEND T// 6 r= d+/ L 1 9 r r" G i S yX �a$�/� g y •0000. X QAe j��'/✓6't/� a = / 3•!�L S X 3 x 9L S//� �D as9/6s .... I E I r E i E , I � u Lar ETr4M V - /fir w F L fD Z- r. 0•: •t'�t tltCLSY_• ri.13�06i� _'S t.wr�r..ic r�( iMty'{�Ol; •t�r � '*AhPP1 N ui•G a` �996 4tvy �yy 4•C[" '+�+jDptityj tie atrr•sr. porticx,(WOW t,M4 Tr�rww RQt >�s au nan �r ,s¢,rd 6r t6, 6-s a( �.� tt►�ut�}r ra aKmp i .+w taw,�mcc�etmcr�rut the to.tSk t tua+R %L41�r �IlCfr tha , *,� {rasp iq s ta4i+i N3C tt 4'is �*%I- wj fbm 's ' d —"*.e a,, . t ry fvc L a rosr� tRt cz tka Vic» �s "mmscnt K awe tl�i si�>�atea aTyQ rite iZLd s aio timt� a �+ ( eriad br is a 5 r bra ad cosec Sir na a� xa,rst bey tho p4m,rr dw ' Ad{� etif .chi t,4m4 bhwsmra : k&WWAe tale stftlSra, blaq °� I�rPVcCr✓n ems, i ��►aS�-.d ,Q„z a e�,�i 0.4t b,q e;� �c-t�•wr c�evr Ott rasa �oi�; i To rppfy of paoot I adg ..•... Q>� iii i S- t9 . . �aetro TfR�t;#d++�,A � � F429, Ptrrt wow{„C the pbyTtp t+Q(�+ wtrf •••. •• - '1 y+fi[-1N-'y•w!r^wb�ra+ ,M A/�7_��r�({`�t �°��'�� i y ryY,�Y 2t'i ' TaQ.Z H•Ii C't Yp IA V{y d n yf "..q.-.�is � *."rrya'3 •...• • "�!o .. .... ••• ••••• ' � ��r�to•a�ire,0a t+4 1�1,��Crt+ir� i �,� n'pn �StraG jaC �oYl s•Cf the • a3�Lrry�s aQS ia03a", u im F a.c �ka*& . .... ...... are• >m aM tics �_4u- -� .�..�eln tht tkv Lw lira write 4s nfn.l .. .• yi�K qvy `w",r ttidbt 1, • �•,i_?�� • • • > %ww r!�! Yiw +t t43a4• '7"" ••. ...••. "ta'°i Oat s.ttve hq- ara raraoC�e re ri rtes 1pdMet. •,ntr '(a svi�•. Mtir% }wart . • �Oicrr ja•.s1a l and 8 have��+o ►n o f++�o t1�aa+$$lf I' , 0000.t. iyp 1ew • :00..- 3�and •ttts aAft0n�-w. • Art Jl-as) NCB/ + C A r f 2 a M.�.a..e d y S„�,k H' (rmw 'y tl_ r . k+�a.www«lsFr,c�yswAy�...••.•. • 0•.000 Pv� `*ad dw j,, 40, 6w tke-vr#t c"wh%••• i 1 F4 _ R_ Od.5mQi0.diS �'6 YM 1Sc�t1t u�amo,y�KYrat.r�w. 4**Oa.f•o )n'0*- vertK., ,JWy wA marts im t6rw P, l-*%&4 for T�tt#w. 71ir 3trrss art FA, S -0 Y119b+i axe,sir it dsar&r"W 4AtrromrJ t+*6r 6rvw. r.�, wa<i arnra3��us c#'DQ•nsat t to ixa• Wt,_� a aiw: Y �C Q : mad S �. !3 # ` pwp b+m,,1&n*wc G i safatbktli#r 4 9-t , • f � b t _ SEC Tiffs K-w � I Fl V"� s �'CUg¢n tr,ass aTUtblar dr {;1 • I PIAYf� tarivii}.s,�ya drrrr.: .n dii�p.,il, i -r}►a�'d T ooataunt ' puzi7�)•i�orii trusrs6�f�vc�� kttir srctton�`or rLet�rmini • tk�t Irtioa csF t} ttvs++to t } ' suc}i hi_jy ir, V19- t �tress inay of o*►ai,r.�7 {etc ofltil-RT *• Ile a►+m t�f t9ar*A-Ces acting 6-Xb)• 7-hus+. tY a is t}ia +tls t v� °OQt+i s�t:nc of the s'cr lsr is !w crag bctw.acn CD and thr „� ' taut R v — a 3Y the 44,t6u xymt�I3 c�ltrnmd Verticyxlt on titr Ieft p!f tie i ri e �''j ■ `per-) a!nc calculation AM (Cow os�te ; w hom bro k . P d6sign) ! Various flexural failure stages t6<.85f'c .85f•c 85f m C Cu SIMPLIFIED I • • - f t i • CONCRETE r�"t STRESS BLOCK • JIL t.. I� � I I �, • •• •••••• '�•�� T I-As f Y . •••. ••••0: - t Tu=As f . • • ' EY BEY - Tu=As ty .. .. - I ELASTIC •.:..• ! STRA10 INELASTIC STRAIN ELASTIC • (a) -• - .-. ISTRAIN INELAS INITIAL STEEL YIELD (b) TIC_STRAIN FIG. 6 SECONDARY YIELD STAGES Upon'additioriai load a ULTIMATE STPCE Crete•strains ! pplication, the steel and con- ranges. The stpralh neutrals axis) ctont nuesntoarSe The lever arm, d and the lever arm continues to increase as the ris u• can now be determined and the ultimate moment capacicv, M�, is calculated troid of compression force continues to r(se. 1 , from the expression: final failure occurslwith crushing 0 (c), M Crete fibres. Ai this point, them °f the upper con. u - Tudu' du, hasi been reached. In load capacity calculation Now Mu also = Wu L2 (10) the simplifled conc'rete•stress block as shown in(c) Equating 8 /'1) Its universally ed.• i u� g (10) and (11), W 8T d ill'Is'a 'simple matter to u L2 u 'ment calculate the'ultimate mo. capae, b of any Hambro cor> poslte 101st, kn'owlrig the' bo'itom chord sl'ze. Using a load factor of 1.7 Tu = A 't capacity(total dead and live load of thel compo S,y • . . . . . . . . . . . . . . . . . . . . . . . site joist per unit length, Ws, ) Also; Cu Imu�st equal T (7) = W concre-te!str,ess factor Using an additional 0,9 -�) 'r 1.7 CU = 10.9�x.85+f-ab where 6 ., b I sser of•s (8) For a more exact analysis, factored loads PsG pan/4 Joist spacing, or considered. fc = ,3000 will be Equating (7) and(8) results !n .Only unknown and results a,, becoming the expression. Y calculated by the a - Tu_ . . . . . . . . . . . 0.9 x .85fcb (9) �- TH -� ,�•FZ. I _ ! 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CJ"V (2A -�Pi+x+� sEC 30 q 3 I P br �+2tr+-4sEc 18 9 o l h f cv _G �ua+eswr,y�� • - �otST ANA LYsis Q METyOp pF y SECTt6 P z (� 1 I } 5 � I RA — v ®: 3rd° I IIe •. . • 6• • • T • �ENOI��1C MOmc- ® •0000-•. : . �� .. . 0000 Vc ¢ 0 EA 0 t-pAOt;••ril 2��...� 0000 � .!>.. � . . 0000 000000 00 0-2 r-2 c e- 7�9fJ /6r _ ✓, / ' V�] / 0000' •00996 0000 Pirz � F . . 0000 0000. 0000 7'2 • RA �fo0 16s P� p RZo PINT ►.0 SCc r ,40 R ,29aa k sEc A - r P� 7s IbS SEC f sE ©` l®J R A- Cagy 6S vz SEc T A •C P�+Z+3� �C8 r S2-17 - �3 S �c �t° a CP1 a p 4+ s)sa 16,r _ ` . .......... .. ....F� I Design principles . aind calculations ._ utaticns Co E Mposito dc _- various ftexura! failure stages ,Z m C iV a Cu &. C SIMPLIFIED CONCRETE ' • ` STRESS BLOCK •••••• • i4 q s • ry • • • Y • 10 I l • Al fy • —i►• Tu=As fY� • • Y i Ey - Tu=As fy4. �....� ELASTIC, S� TRAIN •••• ••.• • • �1NELASTIC STRAIN ELASTIC • ••;••• INITIAL STEEL YIELD - ~' DRAIN _ INELASTIC,_S_TRAIN SECONDARYtYIELD STAGES • Upon additional load application STPCE Crete strains pplication, the steel and ranges. progress further into their inelastic The lever arm, d 9 The strain neutral u, can now be determined and and the lever arm continues axis increase ease as the rise the ultimate hold of compression f from the expression: capaC1ty' M'1, ls'calcu;ated final failure occurs n force continues to rise. in (c), Crete fibres. At thi's'point, the crushing °f the upper con. Mu — Tudu • • • • • • • ._XIMUM du, has been reached. In load capacity calculations, Now, Mu also = Wu L2 110) , the Simpiiffed concrete stress block as shownrion E ua i is universally u:;ed. ) q t ng (10) and (11), W 8T d It is a 'sim u u- u ment 'simple matter, to calculate the ultimate mo L2 capacity of any Hambro knowing the bottOm'Chord Size. Composite Using a load factor of 1.7 T joist, ca , the working load u = AS fy , , , , , . . • capacity(total dead and live lead o. Also, Cu must e (7) site foist per unit length, Ws _ ) the com,_,o concrete stress equal T� Using — Wu g an additional 0.9 Cu = 0.9 x.85 f�ab 1.7 where b = lesser of s (8) For a more exact analysis, factored loads will be 16t;� f� = 3000 psi pan/4, joist spacing, or considered. Equating (7) and (8) results in only, unknown and is easil a becoming the ' expression: Y calculated b y the a 0 9 U85 . . . (g) �, 1 r > ' k•.'t';°��:°7Y�• h,o� �.� ' 9��- N O�1��NN (T�1q �fY� X 0^ !r s • • • �� 0,7 07-;�7M • •• •••• • • • >T^l9Z� 8 x� �� s 8� mmmmm� ... . . ..... ... ..••. . . .. .. . . . IL t 3c • • • • • • ••••• ••• ••• • • • •••• • • • • • • • • • • • • • • • t a . ` MAC. I. 2000 1 . 20Plul US ANCHOR NO. 2997 F. 2 ' I tv{tI1MK� ! MIAMI-DADS COUNTY. FLORIDA METRO-DADS FL'AGLER BUlLDINO BUILD(NC CODE COMPLIANCE OPTIC£ s j METRO•DADF.FLAGLER BU1Lfl1Nr 140 WEST FLAGLER STREET,sUtTE 1683 1 MIAI,:PRODUCT CONTROL NOTICE OF ACCEPTANCE (305) 3 S 290FLFAXt(30S)375.2905 U.S. Anchor Corporation CONTRACTOR LICENSING SECTION 450 East Copans Road (303)375-25271 FAX 4301)375.2SS6 Pompano Reach FL 33064 i i CONTRACTOR ENFORCEMENT sECTION (305)375-2966;FAX(305)375-79o8 Your application for Product Approval of: PRODUCT CONTROL DIVISION KiizgFin Mechanical Anchors,, (305)373.2902 i FAX (303) 372.6339 1 under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate illaterials and Types of Construction, and completely described in the lans, p specifications and calculations as submitted by: applicant, along with drawinSs prepared by U.S.Anchor Corporation and test reports prepared by Celat r Corporation,Aplied Research Laboratories ,&Alec Associates,Irrc.� i has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specif c conditions set forth on pages 2 et. seq. and the Standard Conditions I ! an page a. I TlliS 8 •••••• • • • pproval shall not be valid after the expiration date stated below. The Office of G,oc a Cognphapce •••• • reserves the right to secure this product or material at anytime from a jobsite or manVfat-turer's ant for •••••• + ; quality control testing. If this product or material fails to perform in the approved;narut9r,thedci4 ! Compliance Office may revoke, modify, suspend or su4s nd the use of such product or matt`W io=- ediately The applicant shall re-evaluate this product or material should any ammendments to th®Souk Flora Building Code be enacted affecting this product or material. The Building Code Compliance Office;reserves the .... • the right to revoke this approval, if it is determined by the Building Code Compliance OITce th .tllis ....:. , product or material .fails to meet the requirements of the South Florida Building Code. phi expense of such testing will be incurred by the manufacturer, •... ...... ' Acceptance No.:984811.05 i Expir x:090/01 - • • uez .•... p Product Control Supervisor • THIS IS THE COVERSHEET,SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL ' ENER L i CON DITTO BUILDING CODE COMMITTEE ' This application for Product Approval }�been reviewed by the Metropolitan Dade County Building Code Cornpliahce Department and a B approved by the Building Code Committee to be used in Dade County,Florida under the conditions set forth above. i s Dan er. Director Building Code'Compliance Dept. }�pproved: 11/19199 Metropolitan Dade County J 1,K Interact :Aril addrae4: pot(snomicr@buildidgcodenalint.com ) i 11 )Inmepm�e: AttA://NWW,buiidla�codeoollec.cam 1. 2000 1 20P US ANCHOR NO. 2907 P, 3 nrhnr C r ora i ACCEPTANCE NO: 9§.0811.05 APPROVF,D :; 'boy 19 1998 i EXPIRES 09/23/01 NOTICF, OF A CEPT NCE: SPECIFFr NIiIT I , 1. 1 SCOPE, 1.1 This renews the Notice of Acceptance No.98-0l05.01 which was issued on 0326/98. ltaPpmvcs concrete anchors as described in Section 2 of this Notice of Acceptance,designed to comply with the Sou6 Florida j Building Code(SFBC), 1994 Edition for !Miami-Dade County for the locadons where the actual loads as determined by SFBC Chapter 23,do not exceed the allowable load indicted in the approved drawings. 12. PRODUCT DESCREPTIoN 2.1 The Kingpin concrete anchors shall be fabricated and used in strict compliance with the following documents:Anchor Corporation.Drawing No Anchor W.DI S,titled"concrete Anchor' prepared ' 09/10198 sheet 1 to 3 of 3,bearing the Miami-Dade County product Contrd�Apprav stomp with the Notice of aced Acceptance number and approval date by the Miami Control Product Control Division.hereinafter be referred to as the a ision. These documents shall I approved drawings. �3. LIMITATIoiv$ 13-11 Allowable loads are for Concrete of different compressive st=gth and Concrete Blocks per ASTM C94. � ;4. INSTALLATION . 14,11 The concrete anchor shall be installed in strict compliance with the installation i Anchor Corporation.. ns4 �t u ins pabiW8 by U.S: i$- YN LABEI, G • II .. .... S•1 Each concrcGe anchors shaft have a marls Identifying the manufacturer and each boxbfad4hors stint!Leave a ,�, _ I permanent label with the manufacturers name or loo city, ate and the following statement: "�;iiarpi-Dade 1 g � • County Product Control Approved", g , . . . .. ....% BUILDING PXRIl+W •2 i Applicati6n for Building Permit shall be accompanied 6.1 • mpi by copies of the followin •• •• .1 This Notice of Acceptance g' •••••• •••• • 6.1.2 Duplicate copies Of the approved drawings as identified in Section 2 of this 1406a of Ac"nce, •• ••• clearly markcd to show the hangers and angles selected for the proposed 6.1.3 Any other document requited by the Building Official or the SFBCCinorder tol properly evaluate the••••• I insallation of these products. I i i ' Candido Font, PE,Sr. product Control Examiner Product Control Division I + I MA-Y. l,, 2000 1 : 21PM US ANCHOR NO, 2997 P. 4 .S. nch Corporation. ACCEPTANCE NO.: APPROVED A0V 19 1998 EXPIRES 09!23/0 ,• 1 NOTICE, Off' ACCEPTANCE STANDARD CQNDITIdNS j1. Renewal of this Acceptance(approval) shall be considered after a renewal application has been filed and the ari i submitted documentati on, including test supporting data, engineering documents,are no old er'than eight(8)year nal g s. I 2. 1 Any and all approved products shall be permanently labeled with the manufacturer's name, cit sta[ following statement: "Miami-Dade County Product Control Approved", or ass Y� e,and the conditions of this Acceptance, pacifically stated in the specific 3. renewals of Acceptance will not be considered il: ' a) Them has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product(identical)as the one originally c) If the Acceptance holder has not complied w' approved; p with all the requirements of th>s acceptance, including the correct � installation of the product; I ' d) The engineer who originally prepared,signed and sealed the required documentation initially submitted is no latig�r Practicing the engineering profession. ...... . j d. Any revision or change in the materials, use,and/ .. . .... .... or manufacture of the product or process shall auto�tjcalty!ia cause for termination of this Acceptance,unless prior written approval has been ue revision application with appropriate fee)and granted by this office. 0 ( >mugh �fiCcng of a...' •• e t i3- Any of the following shall also be grounds for removal of this Acceptance., i •.•,.• ...... mj i Unsatisfactory performance of this product or process. i • ,b) Misuse of this Acceptance as an endorsement of any product, for sales,advertisin or .. ...... S arty othdr purl3ose. �. IThe Notice cif Acceptance number preceded by the words Miami-Dade County.Florida,and f 11 ••• :•006: expiration tote may be displayed in advertkin literature. If an 4 by� than it shall be daft in its enticery. $ Y Portion of the Notice a�Acc�ptanGe�g�splayed�•.. �7. A co of this Acct • .... .... prance as wet!as approved drawings and other documents,where it applies,shall be provided4-- >the user by die manufacturer or its distributors and shall be available for inspection at the„job site at all time. The gineer need got reseal the copies. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acceptance consists of pages 1, 2 and this last page 3. . iI I , Candido Font,PB,Sr.Produettomrol Examiner END OF THIS ACCEPTANCE duct Control Divia;ovt -3- ii 'MA-Y, 1. 2000 1 : 21PM US ANCHOR NO. 2997 P, 5 ' � I B1AM OM DOTH NUJ T-9:21 0 Ne a► 51mobw fMw Tomom X~ R'. j i ' !119 7f7 3f! s0 347 M 6" 9 � I ' 1 X 47 I I j i3M 47� - Wf - 799 - . 34 104 40 ®9 10 SOP ISM 195! ISM 39 I 3 i0t _ 1413 — 13" 14" j I i ' 3IM 1cm 311m 16" 13" 2404 lalX � h 1 4 1SM — 7S7i Lug I i f 171f 1Sf4 — 3011 I ' I — i 33M I560 1"4 1m 7715 749 4w t u14 204 itM j 7 2345 - 7gfL _ 36f1i � I - - 3114 I"m 5159 450 414 6741 I l i 1 1713 — 7431 7?M 2096 4543 it" $10 4300 "M ! i y 149 tw i • • 9319 391i — #7 • • • 4 sees• � • • • 1314 7115 4071 all • • sees sees • I - - 441 343 a" 40 f31'Y1 fns 7357 ••••• •••••• •••••• I afro • 4• • sees i 1 I I S>< - - - - • • 715 Im - - C14 - • • •• sees 10 7164 - 7C* - !fp - e••ef• ••e••• 516 4744 Im 0743 10673 WTI )3m •••• •• • • 1114 • �• • • • • } I — • i ? Si7f — (937 159'JQ �� • • fees — — _ see••• !s 1470 4oG?7 l43D • • • • i f • I . . . .... ..... KingPin- Zinc Plating Steel Wedge .Anchor.... 00:000 A I � I ' Vim Ij REVISIONS to Oes Inc. t I r. •.r."— Key alai ttvwm* Ow %i► CY1M 1 ties the disw�too or the a; nWMM center to tenter�� .nd � �+ee of 12 D #*+nti be obarrve q. I 3) 4mmor bmullail n let+all be node h aCCOrdame WM LLL Artchw ! I hstaUatl hetraectlo� � on • I � ! I II ' ! I s COMMM am Pd COMMUrm BLOCK TC=bu Skye Tirnfims ohm IK 714 D 5/2f 20 ?,�7 mum 20ipq 1 ! r � h I ' KingPin, Rust Proof Zinc Alloy Single AM Ex ansion— c .. :. P . . for.. .. .. . .... ... I • .. 0 00 *see TB j APF16H �d C0MtLrjjR Wn In.. QATF. 4 lye .• j A = LENGTH By . . 8 = DMMR fKaOQUCT RA! Q;BS'O1M. 0-:0 • JU,,LDw tw1E C01, mcf OFFICE: : ACCEPTANCE to 0. +D—0 JB&64• I I U.S. ANCHOR CORPORATION asa` am= as i•ia-M r.K i our T1 r • b.ar are 49P. f71i ma ltllllir M.T.R� Z et+,j � mt.w®� �� >l►,tA fM110. 11e. lee'MP - B e S1ti1 :�;�1r� i L2000- 1 : 22PM—US ANCHOR NO, 2997 P. 7 I Concrete Seraw k IiNCEIOR ZM=X ENT C+DNt'&lET$1008 per C0NCXXT1L BLMK D1AM CEM DEPTH(M.) To"A62 skw 7 aoe�w sr ' I 1 22Z 292 I I 2136 _ - i 112 489 363 I 1 M 167 268 960 114 f ' 13R 3H1 197 — — il Concrete Screw (CR-10) I I � JWC110R EMBWkQ4'ri L`pNGaE'f64500p1 CONC>tET$BL'rxK I DL4M([N) DEPTH(W.) Tuna Shmnr feraedos SLw II � 1 231 2% alit llft 307 _ 1 283 ]!i 111 ' i � 1 111 699 II 9 KingPLn Concre t e Scream Anchor t Coatin Zinc Chromate) i f i e e e King]Pin Concrete Screw Anchor (CR—I0)(Coatf4g F.17,1�ro6ar6o eo I Flat Hea Hex Combo R*d . . .. ...... see** ...... .... . . I B I�GTH DIAMMR' j REVIS10t Wer, S/ , P.E. for An' poakes Inc. ' FL. Res t. 6 I 804, II --•• ---•.+.. p..•.maaetr��ildlltge:ode;oeattn�•tot>s � #ioeneps;e: help://e.�rw.bulldla$eodf+ooileeeT.e�oem ' I MAY. L 20010 1 : 22PM US ANCHOR I. NO. 2997 P, i - Geeler at NoteN U voa 9mn are ptwe6bte tone$ .1y� 000 %f"R*se 196119 MvM@d by 4 E) In old" to 0CMV0,; VW aftwame t9a4jsL A rlt+ MAK edge artar+eo oA 60 (six ` I I theS Vw dnreter Of the aneher) QA* a khImUm GMter to cowhw disUncp otr li 12 0 malt bt ob~w" 3) iMChor InxtaUetipn !hell b* haft in occor nu rrtth LIZ Ar4*~ PubUshed tnstallstbn instewtIcAl i i i I ANCHOR MDZDMZNNT CONCRETE 4500 pet IMAM(IN) D UTS 0M) Tendon Shear i 314 3 i06 i I 300 3 tis 337$ 2379 19M sm 1312 2484 3807 '• i 314 ] 3204 i0 4 . Ki,ngPin Steel Drop In Anchor (Coating Zinc Chrp* *fa*te)•....• ... Sege o. • t i • • • I • • I • • • • • ' APMM As =Wk wrrw T1 OAT By ER B1RLDOW GWE CO KWa OFFICE iAccEPT M kl5i=2fi 11-oa 5' I owe �A" U.S. ANCHOR CORPORATION i cow 14-am Rescsspum =0 AXCNM I p 3t8?I. 31rt a, mist 6/3" t:6ft No: t� --F�----�— I ; .�,e o�..4 arr. Br: Darrr3 I K.rs l ear: v ea 3 �.esr o� 1 t.lYt OAT! leflrho. Pe, 96ebar I ' I ! I I H,u kDit, N0, 29 97 ANCHOR EMBEDMFM CONCRXTZ SM pd DL4M(fM DEFT11(LN) Tom" s I. i I t.y � X33 t2S i I 34 i M !S2 ' I in s a3 1719 2.40 2212 i iW4 3112 2sti6 3>�S I IIKingpin Steel Sleeve Anchor (Coating Zinc Chromate) I I Zei�A®� • • • . . .... •••••000 0000• 0:000 REVISIONS 4, e r G. , Itea ' P.E. ( ' for A Asho ;ate.'s Inc. FL. Reg. '35604 � . l i • � i—•-•-.. w.w„iune+esis poatn,#aler®buildlastodeaoline.com • Ko�pepa2t: Sl 1p:(Jwww,butldlp�cgl�otlne.eota . i I t1. 20010 1 : 22PM US ANCHOR N0, 29,97 P. 10 Grwerol MsttJ 1) valor sho" ire altprolotr toads "C" aIy uttbmtr toads d*Uwd by 4 2) to ordtr to aCHrve iwe Wtarap►a (osdr. A mbdm + ♦do& dutnwee of 60 tyhv tbas thr dlowrter o► tho anchor,) ervs I" I s nNrkjn Centre to ICfAter elstwwo 12 n moll *r obssrwd 2) Anchar snstottat$m •boll to nude Mn &CvWduncr with US,iAncha- published i Instauatlow hstr'ucUans . � I uv+ooR sn rr CONr0=94M p DIAM(Ml pR1a Tt3 ON.) Tmdoa shear i 11d 7/8 432 US i �6 l 617 677 i l/t IIIZ ex� Iles i i ;.� Kin, Pin Zinc �o and Lead Machine Screw AriCor y • • .. . .. A 000002 .. A • •••• ••:•s MR me :u . wnV yW 0 MM FLORIDA NUINC COk ••' A = LENGTH 8r ` tai B DIAIE"I`ER osvis.on C -. I1I ERNl4L DIAMETER BWLDtNB CODE CDMft AfltCt OfFI F AMIAAU No -O i U. S. ANCHOR CORPORATION ' scow m dm vzqCmFjWz s aNCS�s by, J. s, 9/10!06 raft M« � I QBAT�►Y I j fir. sYo >3LLise sell XTi am— MOM ed T 8R A4Yes jam. Ka. ! s I � 1 ti r ROM IVY POMPANO FAX NO. : 9544200525 Apr. 18 2000 03:21PM Pl so ♦ r IVY STEEI. & WIRE A UIVISION OF MMI rRODuCTS,INC. f It I I , I I I i MILL ASTM Test i f ' I April 18,2000 AMERICAN FLOOR 3200 S. .W 46*k'ST. FORT LAUDERDALE,FL 33314 i To,?IVl:nm it May Concern: • • www..w w w . This is to certify that: sheets 6X6 616 plain S'x 20' • • • • • • I S u p p l i e s to:AMERICAN FLOOR f r o m our Pompaw Beach,Florida Plant meets ASTM D signation r• •••••• 82-95 and A 185-94(Welded Wire Fabric for Concrete Ruinforceniant). w•w:•w • w w• • ..ww % • s • • • Sinee>;ely, . w f • .... ...... 17F'ANNA HOGAN 0 w••• 999006 CUSTOMER SERVICE MANAGER • • • Ivy Steel.& Wire • 009* :w w w w i • • • • � • • i •ww• •www• { r • •www• i I i I I � I i MANUFACTURERS OF STEEL WIRE AND WELDED WIRE FABRIC 1231 N.E.48TH STREET, POMPANO BEACH,FLORIDA 33084 1 4854)420.5420 18041432-6843 FAX(954)42&0525 I •iii 1l/emu ===««ACES-32 Ver. 1 . 1 >„ >_______ [ 004539 ] _______< . .<—DADE—TRUSS—»»==__ Customer : B8 Thu Jan 13 14 : 06 : 19 200C Project # : 14141 -2X Truss ID : ST1 Family # : special - Span 20-11 -4 Quantity : 1 Top Pitch : 6712 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-1716 6-7= 0 2-9= 1084 1=-1259 8.00 2-3=-1667 7-8= 2481 3-9=-1680 6=-1702 3.65 3-4=-2863 8-9= 2863 3-8=-131 4-5=-2481 9-1= 1494 4-8= 437 5-6=-1514 4-7=-633 5-7= 2800 PROVIDE FOR 628 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 917 LBS UPLIFT AT JOINT 6 (0.54) PROVIDE FOR 221 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J2=3,2],[,75=4,1.5],[,77=2.5,2], 7-10-12 11-5-4 15-11-12 20-11-4 7-10-12 3-6-4 4-6-8 4-11-8 0000.. • ; ; 0000 '.. 0000 0000 . ; •. •• 0000 626 -USE-FA P)a-(!5-EMCO) 0,R S14/J3X i; • ' • • 0000.. 4X4 3X4 •••... '4 3 4 •- •• • 0000 •••• 0000. MAN.; 0000 9 $ 7 6 '•••• 3X4 3X4 5X5 3X4 • SX6 SPL. 7-••10-12 11-5-4 15-11-12 20-11-4 7-10-12 3-6-8 4-6-8 4-11-8 L. HL TO PK: LEFT HEIGHT: 8-R-; RISE:4-7-15 RIGHT HEIGHT:2-10-1 '. ____---_------------------------------------------------------------ ----------_ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .725 TOP CHORD:2X6 No. 2ND 19 SP TOP 30 15 BOTT 8-9=0 . 193 BOT CHORD:2X6 2400f1 . 7E MRL SP BOTT 0 10 LL.DEFL.@8=0. 10 < L/360 WEBS :2X4 No. 3 19 SPACING : 24 .0 in O@A• J REPETITIVE STRESSES NOT USED NO. OF MEMBERS Ji•.•P��=bra � T LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) i5�� U LUMBER PLATE TYPE - 1 1.33 1.33 UNIFORM 1- 5= 90 6- 7= 78 7- 1= 20 4� , CONCENTRATED 7= 430 STATE( •�c`- CHORD: 2-3; 3-4; 4-5 TO BE 2X4 No.2ND 19 SP v •�[CjRti�7,'' ' ,V WEB: 4-7 TO BE 2X6 No.2ND 19 SPe C' WEB: 5-7 TO BE 2X4 No.2ND 19 SP �� RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG. ,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) pp pp�� PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS AAC A A I 95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER l; IN __ - -•<i- Wood To Wood ' JOIST/TRUSS HANGERS, ADJUSTABLE • Extra long straps allow maximum number of nails for maximum strength • Can be field formed for top flange hanger convenience 3�4" • A few sizes satisfies all your hanger requirements • No bolts required • A full 2-1/2" seat bearing depth • Galvanized steel • NER-532 • SBCCI PST & ESI No. 94139 H • Dade County Approval No. 97-0507.01 •• 4 To Nails ; • •..' ,r • 2 Face JHA Series, ewe8 °. Nails 45° Left or Right.. ••••�• with Reverse:Flange •• 'r (JHA 218R-RF sts wnl• •""• ` JHA Series, Skewed :•• •; •�•�- `L ' ° Minimum Nailing 45° Left or Right ••••• ` (Left hand skew shown) Regular Nailing s - °iFastgneis r -- _ resign Loads(lbs) Dimensions Girder%' ' cuss% Product Material Dtyl ~N►9f,' ^3 �"- `"' �` Normal Snow Roof Upiift Uplift Code ,,�; Haaiie�; btsi� Y Box Box= `W-::., _ 'ti''-> :A =Mails' iVails' =ADO%r �5% 125% 133% 160% JHA 29 18 ga 50 40 1-5/8" 10" 5-1/2" 18-16d 3-10d 2015 2015 2015 815 815 JHA 213 18 ga 50 40 1-5/8" 13-1/2" 5-1/2" 18-16d 3-10d 2015 2015 2015 815 815 JHA 218 16 ga 30 41 1-5/8" 17-1/4" 5-1/2" 24-16d 3-10d 2015 2015 12015 815 815 JHA 2-213 18 ga 50 40 3-1/8" 12-1/2" 5-1/2" 18-16d 6-10d 2265 2265 2265 965 1160 JHA 2-218 16 ga 30 41 3-1/8" 16-1/2" 4-3/4" 24-16d 6-10d 2665 2665 2665 975 1170 JHA 413 18 ga 50 40 3-5/8" 12 1/4" 4-3/4" 18-16d 6-10d 2265 2265 2265 965 1160 JHA 418 16 ga 30 41 3-5/8" 16-1/4" 4-3/4" 24-16d 6-10d 2665 2665 2665 975 1170 JHA 424 16 ga 25 44 3-5/8" 22" 4-1/2" 30-16d 6-16d 3330 3330 3330 975 1170 Minimum Nailing Design mods jibs) Girder lieatler Truss! Product Dimensions Top Nails' face Nails 'iO1 Normal Snow Roof Uplift Uplift `Material Oty/ Wgt/ _ -Nails Code Box Box W H A 10dX1-1 10dX1-1F2' 10d 100% 115% 125% 133% 1600/6 JHA 29 18 ga 50 40 1-5/8" 10" 5-1/2" 4 2 3 1300 1495 1625 620 745 JHA 213 18 ga 50 40 1-5/8" 13-1/2" 5-1/2" 4 2 3 1300 1495 1625 620 745 JHA 218 16 ga 30 41 1-5/8" 17-1/4" 5-1/2" 4 2 3 1525 1754 1906 620 745 JHA 2-213 18 ga 50 40 3-1/8" 12-1/2" 5-1/2" 4 2 6 1300 1495 1625 620 745 �- JHA 2-218 16 ga 30 41 3-1/8" 16-1/2" 4-3/4" 4 2 6 1525 1754 1906 620 745 JHA 413 18 ga 50 40 3-5/8" 12-1/4" 4-3/4" 4 2 6 1300 1495 1625 620 745 JHA 418 16 ga 30 41 3-5/8" 16-1/4" 4-3/4" [::E4 2 6 1525 1754 1906 620 745 16 ga 25 44 3 5/8" 22" 4 1/2" 2 6 1525 1754 1906 620 745 14 000 . .. .. • • 2' - or,Y��9*'a1 - • ••• • J U I I lO • •• O i h00 • • • C ••• • 0.,• O.• 17 C r-) J >LLJ r) •••• LLJ J 15�� • • s i •6� � rL,_ iI •.••• • • . • (PUFB) (PUP) Z CY "y 9 •.• . •.• • ..•. • PURLIN SILL ANCHOR z L' (PUP) n n 1—LLJ 0 J o•r g '—O Product Alternate Fastening Schedule < Z > D,nens,ons g Q — Z FLOOR TIE ANCHOR Gouge Fosterers Allo..ble Loads W (HCPFA & HCPSA) Code Length Uphl't 133/ H O O PUPIO 12 10 1.27 Nods Bolts cc U �)�� Product Fasteners Allo,ahle Lood. PUP23 12 23 IOd 16d I/2' O Q Code Gouge Length plate Stud (each) Uptdt 13/ PUP25 12 25 2065 2430 025 N Nails Bolts Nods Botts IOd 16d 1/2'Bolt PUP29 12 29 2410 2750 1240 1 HCPFA 16 20 O 2 B 2 1100 1200 1415 PUP35 12 35 2750 275D 1650 0) HCPSA 16 40 B 2 1100 1200 1415 loads are teased on 1 112' panetrat,on 2750 2750 2065 2750 2750 2400 2750 50 2750 M,n,nun 6 enbe dnent into concrete Alto.able 10o01 are hosed on a ninmun stud th,ckhe of 3' lz O - \ C a R of �I mD GENERAL NOTES minima IL � 1) The ov0rt�ed products shoo be mock of steel con(orm,nq to AS TO A653 sbucturol auoldy 8 us Glade 3. (mm yield 334,,) and a m gol. ,zed coobng or G60 per ASTU 525 ` - I (FAPIBS) (FAPIB) G IG r ve n n O 2) Fostener; c e common w od, or halls ,n single sheor os sho.n and rated o each eppro.0l U 6 4 sq L C UNIVERSAL FRAMING ANCHOR 3) al mstouctions shall be done m accordance wdh the menuloclurers mslrucbons this Notice of < GI (FAPIB & FAPIBS) Acceptance and the oppl, bfe sections of the South Florida Budding Code D of Produc Gauge Fasteners Allo.oble Lood 4) Nlo.oble foods ore based on Notional Design Specdcobons (or Wood Code (Bd / 10d) C Conslrucbon 1991 Edition h 1993 Errol. tar Southern P,ne (SC=O 55) r.. 19 FAPIB 10 6 745 or bell,, and lest performed m accordance ,(h ASTM 0-1761 APPROVED AS COMPLYING WITH T4E .FAPIBS 10 6 510 5) AIIO.oble foods (ord uplift ho.c already been increased by o dural,on SOUT4 FLORIDA B.'LDING CODE ,IF used For up6Ft t.o anchors shall be food of J77. and no other increase s ollo.ed OAT l(L ,n5tallPa NU a 1 e opposite across Fron each other - — T CON!ROL DIVS0'• e"0j0f l oft BUILDING CODE COMPL ANCE OFFICE C 4CCEPTANCENO5$-1otb _ A� n 1 C � ��nuCnuont rtnaUnNl_aAtEl Y 15 INVOLVED] When -- --- a.' _ ° `'"'x"111un you see this symbol- BECOME ALERT-HEED ITS where failure totollowinstructlons or heed wam- e'you see hi ing will most likely result in serious personal Injury or death or damage to structures. E4 CAUTION: A CAUTION identifies safe operating �NARNING:_A WARNING-describes a conditlon "- - - practices—"indicates unsafe conditions that could where failure to follow instructions could result In result In personal Injury or damage to structures, severe personal Injury or damage to structures. IdIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for AAW"66' HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE PLATE CONNECTED WOOD TRUSSES° S83 D'Onotdo Or.,suite 200 Madison,Wisconsin 53719 It is the respomlbility of the installer Ibuilder. building contractor licensed (�T'833-5900 must,d personnel industry,bulmust,duetothe natured responsibilities con c or erector or erection contractor a unloads Involved. e resented u a aide froths use of a r1andle Mail J210 " _ ed p g qualified building designer or o+o installer must exercise the same higH±deg`ree'gf oaf sviia`reness as foie '"' " _the��# r-1a ,_ d n a isinghaiitheuee aPP nareven w with spy other atrueturnl material TPI does not intend these'rec nenc!6"to�:,`and'I an contalnsdlherein bkbuildin deg Hera,Iru1 pars an d orations belnterp+etedsswperiortotheprojedAreh�ted'sor.Engineer'sde�sgnspeeifidationc-'Pop'ynght 0k Truas•PtMe Inatitute�liMe. All rights reserved•Thia document or for handling,Installing and bracing wood trusaesfor a'partleulerroof;aflo4`i:Theae f. arry beK tlrersof roust riot be,reproduced In any form without written permission recommendations are based upon the eolleetfve,expedence ol`Andir g technical ",of the_publisher:'Pnnted'In the Unig W States of America. CAUTION:The builder,buildifigcontractor;lice6s0q,'r ,: CAUTION:Alltem"rary bracing should be no]Iess contractor, erector or erection contractor is ad- than`A`ixA grade maarked lumber. All connectA vtsed to obtain and read the entire booklet'Com- should be made with m[nlmum of 2-16d Hallsmentary and Recommendations for Handling, In- A trusses assumed 2'on-center or less. Ali multstalling itr Bracing Metal Plate Connected Wood trusses should be connected together in acTrusses,HIB-914 from the Truss Plate Institute. dance with design drawings prior to Installatl TRUSS STORAGE •••••• •••• CAUTION: Trusses should not •"' � ... be unloaded on rough terrain or • r uneven surfaces which could • ..4 cause damage to the truss. •00 0 . .... ...... :..... .... . . . .... ..... ••• •••• ....* r -to Trusses stored horizontally should be sup- ported on blocking to prevent excessive Trusses stored vertically should be lateral bending and lessen moisture gain. braced to prevent toppling or tipping. WARNING:Do not break banding until Instaila- DANGER: Do not store bundles upright unless tion begins or lift bundled trusses by the bands. A properly braced. DANGER:Walking on trusses which are lying A WARNING: Do not use damaged trusses. flat Isextremey dangerous and should bestrictly prohibited. Frame 1 WARNING: Do not attach cables,,,chains,,or" -,A, WARNING:Do n- -wn otilftalngleirusses t�. I - '7gr'eater*1han'30f' ITapans, A web five e- pe A r2cr MECHANICAL -,A / �\ 11/1 or Less 1 60*\_ NSTALI-h rON Or lor less\ LI -4 tely Tag V.truss length Tag A�ppr. -,iely A pp'o length gth �Ien�glhUne Truss spans less than 30'. Lifting devices should be connected Strongback/ Spreader Bar to the truss lop chord with a closed- Spfeader8ar loop attachment utilizing materials Toe in Toe In such as slings,chains,cables,nylon strapping,e1c.of sufficient strength to carry the weight of the truss. Approximately I�a I flis V.to V,truss len th length�'� Less than or equal to 60' Tag Greater than W. JJJI Line Tag Spreader Bar Une Sirongback/ SpreaderBar %101 10, Toe In --Toe In \ a a —Al-ii-r-66ove mid-height Approximately L Ape. 0 V2 to 7/3 truss le lth Vj UpYi4russ length 0• Less than or equal to 60' Tag Tag Line Une &reater than 6j's•0 • • CAUTION:Temporary bracing shown In this summary sheet Is adequate for thel%laiclation of trusses with similar configurations. Consult a registered professional engineet if abitferiffl--% bracing arrangement is desired. The engineer may design bracing in accordatice with TPT's...A Ak-- •:a Recommended Design Specification for Temporary Bracing of Metal Plate Conn-e-Zled Wood- Trusses, DS3-89, and in some cases determine that a wider spacing is possible. ecte as GROUND BRACING:BUILDING INTERIOR [GROUND BRACING: 09LQPING'EX[L1cR1=0M GBH.-- Top Chord, Typllalw "11 . End Wall 51d. Pis �i%' e" •i/ • I, 1 Blocking G'orxi brace (GBV) ZT. d Wace __Wrtical Chord GsourW brace diagonals(GBV) (GBV) &'d Ground brace Verfmal fGav) % truss of hra� im ce cup of trusses Ground bwft Wa (ES) �U.Qorws pool 17, --Not.;2ad 'N .: 0VXY9%*ffl u adequam zapackir so suppoK-gpr6tMd strutJ. Elackup (ST) stake I Typicalhodmontal tie amb"With WF.., Driven around stakes L muftioe stakes(Kr) CAUTION: Ground bracing required for all Installations. A Frame 2 TOP CHORD 2x4/2x6 PARALLEL Continuous TOP CHORD DIAGONAL BRACE CHORD TRUSS Top-Chord \ - MINIMUM LATERAL' BRACE SPACING,(DBS) Required SPAN SPAN DEPTH • SPACINGII-B #trusses Required S� Top chords Ihef are laterally braced can buckle 1 _ SF/VF- SPFlHF logetherande uaecollapeeillhereisnodiago- 10*Or Greater eto 32 30" 8' 16 10 n+lbsnn wr g.Oiag 1 bracing should be nailed Z--the underside of are lop chord when purlina Over - tt 42" 6� 6 4 are attached to the topside of the top chord. Over 48 -60' 48" 5' 4 2 i Over 60' tii-a—regislered professional en !ricer Attachment DF-Douglas Fr-Larch SP-Southern Pine Required — HF-Hem-Fir SPF-Spruce-Pine-Fir 1 0 Q9� rrussft Cep / / SPF/HF 30'or greater All lateral braces lapped: at least twb "—/ ��• trusses. -45• The end diagonal brace , • for cantilevered n lagorta s are esse-rr-tlai for • • • trusses must be stability and must be duplicated on • ;•. placed on vertical both ends of the truss system. •••••• •• • Ck webs in line with •• • •••• •••• the support .... • • sees ass• WARNING: Failure to follow these recommendations could resulAn • severe personal injury or damage to trusses or buildings., • 4x2 PARALLEL CHORD-TRUSSJOP CHORD ••Gentinuous —ajs• To�Chord•••• ' sass• Top chords that are laterally braced unbuckle • Lateral Brace i togetherandcause togapee ilMn e i•nodiago• a Required ~�� nal bracing.Diagonal bracing should be nailed • **so. i i._►•••• to the underside of the top chord when purlins 10,O•r GrgSterI are attached to the tops!&of the top chord. •••s•• •• 1 1 •'. • • 1 �.i • sass, � --t • as Attachment a•a. 15 Required 30,�Des1 es Al lam+ 31V - I Trusses must have lum- ber oriented in the hori- ---- A7Tlatial- j - --- - - - — µ - :,'y- zontal-directibn-to-use--- braces lapped ? this brace spacing. �tl -4e End diagonals are essential for stability and trust be duplicated on- �J - both ends of the truss system. Frame 5 n' NINIMUM GRADE OF LUMBER TOP CHORD 2X4 No. 2ND 19 SP PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN) BOT CHORD 2X4 No. 2ND 19 SP PLATE MUST BE INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, SSBS,NDS,ANSI/T,'1-95 WEBS 2X4 No 3ND 1'9 SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY FOR PERMANENT BRACING (WHICH IS ALWAYS REOD.) CONSULT BLDG, ARCHIfEC ADDITIONAL 4 NAILS MAS-5D7 12" THE CENTER LINE OF THE CHORDS AND WEBS MUST --..� BE CONNECTED W/1 6d NAILS @ 12'• 0 C CLINCHED o m I IN ADDITION, ADD 4-16d NAILS AT EACH JOINT, 0000 0 0 0 0000 0 0 0 0000 DO NOT NAIL INTO THE OUTSIDE 1° EDGE OF THE �.! CHORDS. THE SUPPORTED TRUSSES SHOULD FRAME 0I ?'' 0 0 _ — TO THE SIDE WITH THE NAILS HEADS PREFERABILY 0 0 0 0 0 0000 0 0 0 0000 0 0 0 0000 E cn w CONNECT THE CENTER OF THE CHORDS IJ12"` I w 1 AND WEBS W/1 6d NAILS AT 12" 0 C FROM w BOTH SIDES. DO NOT PLACE THFSE NAILS L'i INTO THE OUTSIDE 1" EDGE OF CHORDS, ADDITIONAL 4 NAILS IN ADDITION PROVIDE 1/2" BOLT @ 4'-0° 0 C � — — — IN BOTH TOP AND BOTTOM, 1 23 1 23 4 1 23 4 NAIL ALOMG THE CE ITER —LINE PLACE A 112" DIA BOLT @ 4'-0" 0 C w NAIL ALONG THE CENTER-LINE OF WEBS & CHOR S OF 1HE @ TOP AND BOTTOM CHORS _ OF ALL WEBS & CHORDS OF THE FIRST 3 MEMBERS /16d NAILS FOURTH MEMBER INTO THE THIRD AT 12" FROM BOTH SIDES — MEMBER W/1 6d NAILS AT 12" 0 C ZD 0 1- y V) I 51 234 REPEAT STEPS 1 & 2 OF 4 MEMBERS NOTE N CONNECTION ADD THE FIFTH MEMBER ON ALL THE UNIFORMLY L ADED m a i AND NAIL ALONG THE CENTER 0 w � O� •••SYVF•TR"L GIRDERS.THEA SPLICES >_ w ALL ITS WEBS INTO THE THE•FIRST• THE SPLICES MUl BE:ST EVEN MEMBERS :n N i MEMBER W/16d NAILS AT 12: 0 C: :Y TURNING THE 1,REIABER AROUND REPEAT STEP 3 OF 4 MEMBER•• 0•••PRIOR•"-,tNNECNtsl7 410�ITHER I CONNECTION. :.. :.. ODD M BERS LOADING. (PSF) '•' •. WAPPROVE R D E TRUS o NC DES BY MM TOP LIVE 30 MULTIPLE MEMBER GIRDER TOP DEAD 15 G Dno>�TRUSS CHECKED BY SJ I BOTTON 10 CONNECTION DETAIL Comoony Inc DATE 6 25 1TOTAL 55 Itot N)' 74 4F, MIAM, FLi�ais6 . ' DRAWING STR INC 1.33 j DbDE B05)�502i824; MOWARD:05)44686... 6/25/98 JOB PJo• WeiS 1-80J.156.a2 fAR [wJCS)177-8092 ATE: I I 1 f ' MINIMUM GRADE OF LUMBER: TOP CHORD 2x4 No. 2ND 19 SP PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ,ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN) SOT CHORD 2X4 No. 2ND 119 SP PLATE MUST BE INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, SSBS,NDS,ANSI/TIPI-95 WEBS 2X4 No. 3ND 19 SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY FOR PERMANENT BRACIN (WHICH IS ALWAYS READ) CONSULT BLDG, ARCHITEC TYPICAL HIP SET FRAMING REACTION CALCULATIONS (11'-0" SETBACK CORNER JACK) I "SEMCO" HHP218 OR EQUAL) I BRG& — — 11)79 GIRDER TRUSS NOTE ALL CONNECTORS SPEC. MUST BE —916.7p, Jos INSTALLED PER MFG SPECIFICATIONS 8 96' NOTE HANGERS REQ'D FOR TRUSSES 696 7y LESS THAN 12'-0" SPAN (UNDER 625 # I 6 13' - J07 REACTIONS) MUST BE SUPPLIED BY BLOB. 3.30' 476 7 JDs o WIND UPLIFT CRITERIA AS PER 0 49' 256 7 (ASCE 7-93) REFER TO INDIVIDUAL - o TRUSS ENG DRAWINGS FOR 367# J03 INFORMATION o NOTE FOR TRUSS DATA, LUMBER, PLATES �- 14 62' BRG JGI ETC REFER TO INDIVIDUAL ENG. DRAWING,'1 RR_(0-47)36.7+(3 30)256.7+(6 13)476 7+(8.96}696 7+(1 1.79)916 7 W 14 62 CD $ C, R R=1425 Ibs @ HANGER I TWO-16d TOE NAILS TWO 16d TOE NAILS I ANCHORAGE TO BEARING u II BY BLDR. ONE "SEMCO" CLPBF (OR EQUAL) BUTTERFI Y HANGER ONE "HUGHES" JHA213 (OR EQUAL) -J (CJ11) 15 557' OH (J11) I 11'-0" TWO 16d TOE NAILS i � FOR J06 ONLY USE ONE "SEMCT FAP18 (OR EQUAL) FOR CORNER-JACK APPLIC FOR J05,J03,J01 USE ONE "SEMCO" FAP18 �� \ •• ••••• •••• TWO-16d TOE-NAILS ANCHORAGE TO BEARING ( •EoUA.L4 • AV.-FIAMINv ANCHOR) FOR (J07,J05 J03,J01) USE BY BLDR. � � • ••• �T • ••• ;•••• ••; TWO 16d TOE-NAILS L ANCHORAGE TO BEARING OH {J09) 9'-0" OH (JO1 THROUGH J07 • ly B!�)l. qdl 6 . . . ... . ... . . LOADING. (PSF) •• ••• ••• APPROVE FOR ADE TR SS Co C. OES, BY MM TOP LIVE 30 HIP-SET DETAILS TOP DEAD 15 •• • DADE�pa yRMss 000 ••• CHECKED BY SJ BOTTON 10 %401 N R 74 At Mlaarl, e►�^ 991 DATE 6 25' 98 TOTAL 55 • ••• w•nr nos)s9t�s2i rXOvaeo(fis)49z�99F ••' _ D�� 25/98 JDOBWNoG STIR INC 1.33_ �rS�-ep�-156- t FAX I'3oW.0N eoea,.. — I _�•_y__ HANGER_S_CHEDULE- --------- NAILS TO NAIIS TO MAX MAX. MAX. MAX. ENG- MARK: MFG BY: TYPE: TRUSS: GIRDER: UPLIFT: REACTION REACTION REACTION SET �;,• 33% 25% 0% PAGE# 3-10d 18-16d 815 2015 2015 2015 JHAs2,13,'^ _� a: + '"``or 3-lOd 14-16d 815 1568 1568 1568 45•L&R Hughes 3-10d 12-16d 815 1344 1344 1344 6C [1] Mfg,Inc is ='% 3-10d 8-16d 815s, 896 896 896 6-16d 20-20d 7251-/ 4285 4285 3500 6-16d 18-20d 725 3855 3855 3150 Hughes (2] Mfg.Inc. ST402 26 6-16d 14-20d 725 3000 3000 2450 7 6-16d 10-20d 725 2142 2142 1750 6-10d 24-16d 975 3330 3330 3330 JIIA424 6-10d 20-16d 975 2665 2665 2665 Hughes or [3] 45•L&R 6-10d 14-16d 975 1776 1776_ 1776 Mfg Inc- 6 - 6C• -• • 6-10d 10-16d 975 1110 1113f•; ; 1110 151 Hughes EHUH28 N 10-HN20A 20-HN20A 1730 3220 3220••• • 3160••• B •• ••• Mf Inc 2x6(1m) (6] Hughes EHUH28 N 14-HN20A 28-HN20A 2515 4110 4110 • 41*0• 8 •• •• Mf .Inc 2x8(1 m) •• • EHUtm- . . . [ 71 Mfg.g Inc 2N 11-HN20A 22-RN20A 2195 3285 3285 32U..:. 8 2x6(2m) • • •• ••• • Hughes EHUH28- ••• •••• • (8] Mfg. 2N 14-HN20A 32-HN20A 2795 4775 477$ : 471%00 8 .• .;. g 2x8(2m) • Hughes EFYUH28- • • [ 32e**** 8 •• •• • Mfg. Inc 2:6 3m •••• • 0000 Hughes EHUH28- • • •••. •• •• [ to] 11gfg Inc 3N 16-HN20A 40-HN20A 2850 5335 533 ... • 5335...• 8 ; • 2x8 3m .. IB]dr d p a°� 4=81[777—, 0=16d'- 1000 N%At y By Builder See Eng 4-8d 10-16d 1000 N/A N/A 0. 8B Detail by See Eng Special 2-5/8"Bolts 4-5/8"Bolts 4748 5675 5675 4540 8C Detail Han er (SPI121 by See Eng. Special 3-518"Bolts 6-5/8"Bolts 7800 7810 7810 6248 8D Bidr Detail Hanger [SPH3J by See Eng Special 4-5/8"Bolts 9-5/8"Bolts 10900 11714 11714 9360 8E Bldr Detail Hanger NOTE: • THESE VALUES AND SPECIFICATIONS HAVE BEEN TAKEN FROM MANUFACTURERS LITERATURE APPROVALS. ALL HANGERS MUST BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. .__CROSS_REFERENCEHRNGER MARKS ON TRUSS LAYOUT WITH.MARK ON THIS PAGE_,FOR HANGER REQUIRED_._T EXAMPLES OF HANGER MARKS ON LAYOUT TO BE CROSS REFERENCED WITH THIS SCHEDULE. [1 1 USE ONE JHA-213 FROM HUGHES MFG.(SEE PAGE 6C FOR MFG SPEC'S INCLUDED WITH ENG.SHEETS. it 1+141 USE 1-JRA213 FROM HUGHES.(SEE PAGE 6C FOR MFG.SPEC'S)PLUS,ADDITIONAL ANCH.TIE STRAP. (SEE PAGE SA or 8B FOR ENG.DETAIL 6B \ i � Hughes Manufacturing Inc. ACCEPTANCE NO:97=0507.01 -- APPROVED : 067 0 9 1997 EXPIRES : nrT n 9 2nnn NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS Product Dimensions Fasteners Allowable Loads Code Gauge W H A Header Joist 100% Down Uplift JHA29 18 1 /8" 10" 5%," 18-16d 3-10d 1740 815 JHA213 18 1 /8" 13%" 5%" 18-16d 3-I OOd 2015 815 JHA218 16 1 /8" 17'/." 5%" 2446d 3-10d 2015 815 JHA2-213 l8 3 /e" 12%" 43/." 18-16d 6-lOd 2265 870 JHA2-218 16 3'I8" 16'/Z" 4'/." 24.16d 6-10d 2665 975 JHA413 18 V/8" 12'h" 43/." 18-16d 6-IOd 2265 965 JHA418 16 3 /8" 16'/411 43/4" 24-16d 6-1Od 2665 975 JHA424 16 3 /8" 22" 43/." 30-16d 6-10d 2665 975 -- 16d nails shaft pen�raiZe�"�nZa�f►e-h��der •• ••• 2) 10d nails shall be nailed through both sides of plates holding the joist :••:•: : 1.3 Rafter Ties. These connectors made of 14 gauge galvanized steel stleets are desiined to apWdr- wood rafters beams and trusses to vertical wood studs. ..:. •....' L16'Du • • •••• •••••• W • • • : • Length foe% •••••• •••• • • j L• • i 0 ont, PE, Sr. Product Control Examiner Product Control Division -2b- 16C NINIMUM GRADE OF LUMBER TOP CHORD 2X4 No. 2ND 19 SP PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRID A GALVANIZED STEEL (EXCEPT AS SHOWN) BOT CHORD 2X4 No. 2ND 19 SP PLATE MUST BE INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, SSBS,NDS,ANSI/TPI-95� WEBS 2X4 No 3ND 119 SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING, (WHICH IS ALWAYS REOD.) CONSULT BLDG. ARCHITEC I ' rTR MAS—)50T USE 1" 20C GALVB. METAL STRAP NAILED W/2-10d,NAiLS USS SYMMETRICAL ABOUT ON EA. MEMBER, PER FACE, OR 2 HURRICANE CLIPS, ENTER LINE EXCEPT AS SHOWN ONE ON EA FACE OF TRUSS (BY BLDR) TYP 2X3 4'-011 12 X3 VERTICALS C 6'-0" j PITCH VARIES 0 C MAX OVER 24'-0° (TYP) 3X3 3 X4 3X3 � 3X3 __X3 AND OVER 20-0 2X3 SPL.20-0" i 1 4X4 VALLEY SET 1 OMMON RUSSES i 3X3 2X3 3X3 I I I 12'-0" I 4X4 6" WEDGE NAILED TO TRUSS 2X4 VALLEY CATS (BY BLDR.) W/2-16d NAILS (BY BLDR,) 2X 2X3 TYP RIDE L NE 2' 4" AX 3X5 34•• . ••• . ..... . . .!• II x 2X3 2X3 2X3 ••••0 ••••• 100•• ••••. GI Z �RUSS ROOF LAYOUT 15 LOADING. PSF � � � � �•• �•• ° • • • APPROVED E TRUSS Co. DES. BY MM TOP LIVE ( : 30 V LLEY SET DETAILS CHECKED BY SJ I TOP DEAD 15 DADE TRUSS DATE 6/25/98 BOTTOM 10 Company Inc. s94jJrw 74 Ave„ MIAMI nA s,Tlss DRAWING TOTAL 55 •• DAI(305)932-8245 0 W HARD(385)482- 688: I DATE: JOB No STIR. INC. 1.33 wnrs I-eoo•35fi•78V7 FAY (Ja5)4n-W92 .. . . . . . . • . rsi , TRUSS HANGER (as SPEC.) •'; ••: I BOTTOM OF GIRDER cc� 00• •• REG. TRUSS r (J GIRDER TRUSS (2 MEM. MIN.) •••• •• •• •• I • . 2-8o NAILS USE GALV. STRAP ANCHOR ATTACHED i \� W/2-16D NAILS Q E A END & 2-81D Q (1 I/2' LONG) NAILS 4 SIDE OF TRUSS / � � TRUSS HANGER i 0. SIDE VIEW REINF. ANCHOR STRAP j m w REG. TRUSS HANGER c j Q 1 0 0 0 0 o I I o "101 101 o I I o :D o ° PLACE 2 NAILS 16D STRAP BELOW 8 ATTACH x T< m § E^ � 0 BTM EDGE TO REAR OF GIRDER n W o 6 - !STRAP BELOW & ATTACH USE I' WIDE (20G MIN. ) GALV. TIE-STRAP ATTACHED AS SHOWN ITO REAR OF GIRDER W/TOTAL OF: 10-16D NAILS TO GIRDER TRUSS - 8o (1 1/2' LONG ) NAILS TO REG. TRUSS. (1000 Lbs. WIND UPLIFT CAPACITY) (REAP FACE OF GIRDER REINF. ANCHORAGE STRAP (BY BLDR.) FOR ADDITIONAL �I000 LBWS. WIND UPLIFT CONNECTION. � i I 1 I _ 0I5 ;D BRAN60NZOT 13 � SGC-L13 IH18 HIP 1 1: , ADETR0SS S5 —MIA I FLORIDA 33 66 4-0-32 s J X1998 MiTek n us nes lnc—fue Fe�i5 T3�0 Ofi 20DU- age 1 -- - 3-0-0 -- --- 5-8-8 —�-----8-8-8 ---- ------------- I—- 3 0 0 2-8-8 3-0-0 5x8- 4x6 11 6 00 r1-2 2 3 N 4 N 1 i m 00 0 3x10 1 I 5 6 3x4 11 3x4= 3x4= 3x4= 3x8 I I -- -- -- 3-1-12 - 5-6-12 8-8-8 ---I 3-1-12 2-5-0 3-1-12 P a e sets(X;�—[�- e ge, - -8T13�2=0�=3 �o�u�---- __• • • LOADING(psf) SPACINGS=0=0 CSt DEFL (in)—(loc)—I/deft— P_IA PE9_GRIP •••• "__`___ ` >999 �ZQ • 24tiJ�18P•o — •••. TCLL 30 0 Plates Increase 1 33 TC 0 14 Ve t(TL) 0 01 5 >999 a TCDL 15 0 Lumber Increase 1 33 BC 0 17 Vert(TL) 0 02 5 • BOLL 0 0 Rep Stress Incr NO WB 0 04 Horz(TL) 0 01 4 n/a Wei ht d7 lb •• ••• •••• • BCDL 100 Code SFBC/ANSI95 1st LC LL Min I/deft=360 •9 9 -- — r LUMBER BRACING • • • f TOP CHORD 2 X 6 SYP No 2ND TOP CHORD Sheathed or 8-1-12 on center p�tMn spactrg� • BOP CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceding directly appligd or 10-0-0 on F nter bracing•••• • WEBS 2 X 4 SYP No 3 •••• "" • WEDGE Left 2 X 6 SYP No 2ND,Right 2 X 4 SYP No 2ND • • • • • •••• • REACTIONS(lb/size) 1=571/0-3-8,4=571/0-3-8 • • •••' • Max Horz 1=-28(load case 3) , •••• reel: Max Upliftl=-324(load case 2),4=-324(load case 3) • • FORCES(lb)-First Load Case Only • • •'•• :•j• TOP CHORD 1-2=-766,2-3=-657,3-4=-766 • BOT CHORD 1-5=646,5-6=657,4-6=646 •• • WEBS 2-5=141,3-6=141,2-6=-0 • NOTES • 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 7 0 psf top chord dead load and 3 0 psf bottom chord dead load,5 mi from hurricane oceanline,on an occupancy category I,condition I enclosed budding,of dimensions 4 ft by 9 ft with exposure C ASCE 7-93 per SFBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1 33,and the plate grip increase is 1 33 rated load(s) 2)Except as shown below,special connection(s)required to support concent Design of connection(s)is delegated to the budding designer - 3)Provide adequate drainage to prevent water pondmg 4)All plates are M20 plates unless otherwise indicated of withstanding 324 lb uplift at joint 1 w��j� 5)Provide mechanical connection(by others)of truss to bearing plate capable �t- 6)This truss has been designed with ANSI/TPI 1-1995 criteria .,�Q,••Q��C^'aT��''r� j � t;} 9 pC: 19'33 LOAD CASE(S) Standard � 1)Regular Lumber Increase=1 33,Plate Increase=1 33 �y Uniform Loads(plf) Vert 1-2=-90 0,2-3=-105 9,3-4=-90 0, 1-5=-20 0,5-6=-23 5,4-6=-20 0 T�TEOR ; Concentrated Loads(lb) Vert 5=-83 6=-83 'FRED FEB 17 2000 �Job i- fuss russ Type -TQty Ply HERT( D-BRANDON-LOT-1-3 —— SGC-L13 V8 VALLEY TR 1 1 -DADE-TRUSS CO tNC-NIlAMJ-FCORIDA 3 1-6 0=32 s J- -TUIiTeklndustnes,lnc uT e Feb 15-T3-la-3a-2000-Page 1 ------ ------ - ---------------- ---- 4-0-0 4-0-0 4x4- 2 6 00[-1-2- oI N' 3 1 3x4 3x4 11 3x4 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl 4p4i"FES GRIP • • TCLL 300 Plates Increase 133 TC 014 Vert(LL) n/a - n/a M209 • 24,/1%Q 9' TCDL 15-0 Lumber-Increase 1 33 BC-0-04— Vert(-TL-) /a - n/a— ; .'—; —o•••6•-- -- BCLL 00 Rep Stress Incr YES WB 0 05 Horz(TL) 000 n/a • • . BCDL 100 Code SFBC/ANS195 1st LC LL Min I/defl=360 jeight 25 lb ..•• • LUMBER BRACING • ' "" 0000•• TOP CHORD 2 X 4 SYP No 2ND TOP CHORD Sheathed ;'. : • • BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceiling directly appl;ed of 6-C-0 on jenter bracing OTHERS 2 X 4 SYP No 3 .•••••• 0000•• • REACTIONS(lb/size) 1=209/8-0-0,3=209/8-0-0,4=32618-0-0 0000* •••• • Max Horz 1=46(load case 1) 3=-46(load case 1) • • ' Max Upliftl=-120(load case 2),3=-120(load case 3),4=-157(load case 2) • ' "�' •••••• FORCES(lb)-First Load Case Only • •60f 0000 • TOP CHORD 1-2=-52,2-3=-52 • • ' ' BOT CHORD 1-4=0,3-4=0 •00 00' "•• • • WEBS 2-4=-258 • • '• 0 0006 0000 • • NOTES ' ' 1)All plates are M20 plates unless otherwise indicated • 0000 2)Gable requires continuous bottom chord bearing • 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 lb uplift at joint 1, 120 lb uplift at joint 3 and 157 lb uplift at joint 4 4)This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard STATE OF Vn ••FCt�r`{1�P.\��4. `'BRED FEB 1 7 2000 [Jam`- Truss russ Type ty Ply HERB :D-BRANDON-LOT 13 SGC-L13 V4A VALLEY TR 1 1 v DARE-TRUSS CO I9C-,MIAM FLORIDA 3-3-1 4-(=32 s un 9 1998 MTek Inc ust-ies lnc i ue Feb 95 13 TO-52 2x00 Page 1 ---------- - — - - - --- ----- -- 2=p_p-------- ------- ---3x4=-------------------— q=p_p------- ------------ - --- 2-0-0 2-0-0 6 00 r1-2- 2 0 0 3 1 3x4, 3x4 ---- -- - 4-0-0 4-0-0 a e se s =(;edge • • • _LOADING_(psf) SPACING 2-00-0 _CSI DEFL rn loc I/deft PLA GRIP TCLL 300 Plates Increase 133 TC 003 Vert(LL) n/a n/5----020• 0 24,019b • TCDL 150 Lumber Increase 1 33 BC 001 Vert(TL) n/a n/a BCLL 00 Rep Stress Incr YES WB 000 Horz(TL) 000 n/a • •••• BCDL 100 Code SFBC/ANSI95 1 st LC LL Min I/deft=360 eight 11 lb • • • •• LUMBER BRACING •�• • ' TOP CHORD 2 X 4 SYP No 2ND TOP CHORD Sheathed • • • BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceiling directly apple?d or R-0 on coatcrr,;racing •••• • REACTIONS(lb/size) 1=152/4-0-0,3=15214-0-0 .••• •••• • Max Horz 1=124(load case 1),3=-124(load case 1) • • ' Max Upliftl=-81(load case 2),3=-81(load case 3) • ' • FORCES(lb)-First Load Case Only •0 40 91• TOP CHORD 1-2=-139,2-3=-139 • ' ' • BOT CHORD 1-3=0 •""' •••• • NOTES ' ' • 1)All plates are M20 plates unless otherwise indicated "'` • • • • 2)Gable requires continuous bottom chord bearing • "" 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 1 and 81 lb uplift at joint 3 • 4)This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard v F loop =G` STATE OA• ;;�,• ��'•:�OR10 G�� ED� FES 17 2000 Job Truss ruus— ype Qty PIy HE-211 ;D BRANDON-LOT13---] UGC-L13 J3A JACK TR 3 1 D-ADE TRUSS CO-INC-,M AMI-FCORTDA 33-1 4-0 32 s un 9 1998 MiTek Industries,Inc TGe Feb 15 13 13 0-2000-Page 1 - -------------- --------- ----- 2-11-4 2 6 00 F1-2- co N N 1 I' aD O x10 11 5x8- - 2-11-4 • • 2-11-4 ••o••o i a e OTfSets(X7 p-0-0-T,0-n—lj,[1-0-8- ,e ge • • • •o o• •• • -LOADING-(psf)_ SPACING 2-0-0 CSI DEFL (in) (loc) I/deft - o TILATES GR)P•• ••••••n/a TCLL 300 Plates Increase 1 33 TC 0 59 Vert(LL) n - 41 • M20— -2�9��90 TCDL 150 Lumber Increase 1 33 BC 003 Vert(TL) 008 1-2 >4 BCLL 00 Rep Stress Incr YES WB 000 Horz(TL) 000 n/a :• • •••o •••• BCDL 100 Code SFBC/ANSI95 (Matrix) 1st LC LL Min I/defl=360 tl�ei� 15 lb • LUMBER BRACING +•••••••o• TOP CHORD 2 X 6 SYP No 2ND TOP CHORD Sheathed • • •• BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceding directly aplged•or 6-0-0 on sonter bracing •• WEDGE Left 2 X 6 SYP No 2ND • • o 0:0 •••••• REACTIONS(lb/size) 1=284/0-8-0,3=20/0-3-8,3=20/0-3-8 • • • • • Max Horz 1=231(load case 2) • ••••0: ••••• Max Uplift1=-314(load case 2) .0000. • • •••• • • FORCES(lb)-First Load Case Only • 0 0000 00000 TOP CHORD 1-2=-135 069000 •••• • • BOT CHORD 1-3=0 • • NOTES • 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 7 0 psf top chord dead load and 3 0 psf bottom chord dead load,5 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 4 ft by 9 ft with exposure C ASCE 7-93 per SFBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1 33,and the plate grip increase is 1 33 2)All plates are M20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 314 lb uplift at joint 1 4)This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard �0R A.✓(J c�rF9�a N .199..8 Q •• STATE OP , OA *6 FEB 17 2000 [Job russ Truss Type Qty ly THE Rli ;D BRANDON-LOT-1 3 SGC-1-13 J1 JACK TR @ 45 22 1 J D-ADE TRUSS CO-INC-M1AMI-F ORTDA 33166 0=32 s un 9 19�J8-VIiTek Industries,Inc Tue Feb 15 13 13 3fi 2000 Page 1 ---- ---- -- -- ----------- 0_1-1_4----_�-------- - - - - -- -- - - -- 0-11-4 6 00 FT2- 2 M N W O 3x4- - 0-11-4 • • 0-11-4 •••••• • • • a e se s • • • •'•` " ' LOADING_(psf)--SPACING 2=0-0 CSI DEFL (m)_(loc_I/deft 'PLATES GFhP" .'•'•. - TCLL 300 Plates Increase 133 TC 008 Vert(LL) n/a - >9/a :M20 249/490 • • TCDL 150 Lumber Increase 133 BC 000 Vert(TL) 000 2 BCLL 00 Rep Stress Incr YES WB 000 Horz(TL) 000 n/a ;• : •••• •••• BCDL 100 Code SFBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Vitt 4 lb • • LUMBER BRACING '""• "••• TOP CHORD 2 X 6 SYP No 2ND TOP CHORD Sheathed ' • •• BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceding directly applred•or 6-0-0 on owler bracing • REACTIONS(lb/size) 1=93/0-3-8,3=7/0-3-8,3=7/0-3-8 • • Max Horz 1=101(load case 2) ' • • • • Max Upliftl=-102(load case 2) • •••• •••••• •••••• •••• • • FORCES(lb)-First Load Case Only • • TOP CHORD 1-2=-53 BOT CHORD 1-3=0 •••• •••• • NOTES • ••••• 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 7 0 psf top chord dead load and.3 0 psf bottom chord dead load,5 mi from hurricane oceanlme,on an occupancy category I,condition I enclosed budding,of dimensions 4 ft by 9 ft with exposure C ASCE 7-93 per SFBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1 33,and the plate grip increase is 1 33 2)All plates are M20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 1 4)This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard .. .... .. i'f. STA�L'7f `�. FEB 17 20Q0 rJob Truss runs Type Qty Ply THE-RR :DBRANDON=TOT-13 2GC-1-13 CJ3 CORNER JACK 2 1 • DAUE-TRUS5 CO—INC-MIA�III-FLORIDA-331-66 -0=32 s JUn 9 1 98-MjT6i Indutnes,Inoue Fe—U-T5 1-TI1 41 2001-Page 1 4-1-14 2 4 24 F12- N 1 N co O 6x8- - - 4-1-14 • • 4-1-14 •••••• • • • -Ma eOffses • • • •••• •• • LOADING{psf) SPACING 2-0-0 —CSI —DEFL (m)_(loc) I/defl PLATES GRIP • - TCLL 300 Plates Increase 1 33 TC 060 Vert(LL) n/a - n/a ' M20 24�9t19E •---•- - TCDL 150 Lumber Increase 1 33 BC 004 Vert(TL) 023 1-2 >205 • • 0000 •*see • BCLL 00 Rep Stress Incr NO WB 000 Horz(TL) 000 n/a •• BCDL 100 Code SFBC/ANSI95 (Matrix) 1st LC LL Min I/defl=360 ; A/rigit 18 lb LUMBER BRACING TOP CHORD 2 X 6 SYP 240OF 1 7E TOP CHORD Sheathed • • •••• BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceiling directly agplied tr 6-0-0 on cr ntet bracing • WEDGE Left 2 X 4 SYP No 3 • • •••• '•'•'• REACTIONS(lb/size) 1=205/0-3-8,3=22/0-3-8,3=22/0-3-8 • • Max Horz 1=230(load case 2) ' "" ""'• Max Uphft1=-538(load case 2) •••••• •see* • • • • •••• ••••• FORCES(lb)-First Load Case Only . • • • • TOP CHORD 1-2=-76 "•' "" ' ' BOT CHORD 1-3=0 • •0 0••• NOTES • 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 7 0 psf top chord dead load and 3 0 psf bottom chord dead load,5 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 4 ft by 9 ft with exposure C ASCE 7-93 per SFBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind If porches exist,they are not exposed to wind The lumber DOL increase is 1 33,and the plate grip increase is 1 33 2)All plates are M20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 538 lb uplift at joint 1 4)This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard 1)Regular Lumber Increase=1 33,Plate Increase=1 33 Trapezoidal Loads(plf) - - Vert 1=0 0-to-2=-93 5, 1=-0 0-to-3=-20 8 STATE OF c�0 R1dp; ,4{ FEB 17 200 _=_'««ACES-32 Ver. 1 . 1 »>'_______ [ 005056 ] ___====<c-<-DADE-TRUSS-»»==_______ Customer : SGC-A Wed Sep 29 08 . 54 : 31 1999 Project # : 14141 -1X Truss ID : GT2 Family # : 110 Span : 20-1 -12 Quantity : 1 Top Pitch : 6/12 =Bld(-1-2-/3/-1997)-vl.i=====_,_—__________________- FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-999 7-8= 0 2-11= 759 5-8=-518 1=-1500 8.00 2-3=-702 8-9= 3960 3-11=-6192 6-8= 4934 7=-6151 8.00 3-4=-4535 9-10= 4987 3-10= 2823 11=-5632 6.65 4-5=-4535 10-11= 4987 3-9=-1138 5-6=-4428 11-1= 0 4-9= 3586 6-7=-5088 5-9= 133 PROVIDE FOR 814 LBS UPLIFT AT JOINT 1 (0.54) PROVIDE FOR 3602 LBS UPLIFT AT JOINT 7 (0.59) PROVIDE FOR 3348 LBS UPLIFT AT JOINT 11 (0.59) PROVIDE FOR 160 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=T0P):[J3=5,4],[J6=4,2],[J8=3,2],[,79=5,4],[,710=6,1.5],[J11=4,2], 5-10-10 11-7-8 16-3-15 20-1-12 5-10-10 5-8-14 4-8-7 3-9-13 -- - 5X6 0 0000.. 4 0 . 00 0 0000 0000 3X4 •••• • -- --—6-X9 - 5 --. 0 0-0 0— 0000 3 0 0 0 0 5X8 0••••• 0000.. 4X5 •• 0000 • 0 . 0000 000000 2 0000 0000.. 000 0000 1 0000*0 0000 35{7 11 10 9 8 0 7 0000. 8X8 3X9 7X8 .0 8X8 3X7 1-10-8 5-10-10 11-7-8 16-3-15 1 20-1-12 1-103 4-0-2 5-8-14 4-8-7 3-9-13 L. HL TO PK: 12-11 -15 R. HL TO PK : 9-6- LEFT HEIGHT: 1 -7-15 SPAN•20-1 -12 RISE: 7-5-11 RIGHT HEIGHT: - - LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 729 TOP CHORD: 2X6 No.2ND TOP 30 15 BOTT 9-10-0 . 799 BOT CHORD: 2X8 2250f M�.L BOTT 0 10 LL.DEFL.@9=0 . 09 < L/360 WEBS : 2X4 No. 3 SPACING 24 .0 1 c ` REPETITIVE STRESSES NOT USED NO. OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE sTA 13F + ` 1 1.33 1.33 UNIFORM 2- 6= 90 7- 1= 579 tC'•`••F(p}��9� try" WEB: 3-11; 4-9; 6-8 TO BE 2X4 No.2ND 19 SP BOTH END VERTICALS ARE NOT EXPOSED. WEB 6-7; 3-9; 4-9; 6-8 BRACED at 112 POINTS AS SHOWN ABOVE WEB 3-11 BRACED at 1/3 POINTS AS SHOWN ABOVE 9 �P�O'�� 1Q94� Note:Use 1x4 or 2x3 Cont.Bracin conn.w 2-8d nails,or T-brace of same size and grade as web conn. to narrow fa CMi ' a 7'n. o. C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM 0CEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHI-ffCT_OR ENGINEER __-««ACES-32 Ver. 1 . 1 »>:_______ [ 005114 ] =======«- <-DADE-TRUSS->>>>========= Customer : SGC-A Fri Oct 1 10 : 48 : 14 1999 Project # : 14141 -1X Truss ID : H5 Family # : spec. Span : 20-2-8 B. Span 20-2-8 Quant . : 1 Top Pitch : 6712 —=BId(12/3/1997),v1:-1-=================—================================================- -- FORCES – LOAD CASE #1 REACTIONS – SIZE 1-2=3463 5-6= 2957 2-8= 724 1=-2056 8.00 2-3=-4134 6-7= 2957 2-7= 1339 5=-2056 8.00 3-4=-4134 7-8= 2957 3-7=-465 4-5=-3463 8-1= 2957 4-7= 1339 4-6= 724 PROVIDE FOR 1117 LBS UPLIFT AT JOINT 1 (0.54) PROVIDE FOR 1117 LBS UPLIFT AT JOINT 5 (0.54) PROVIDE FOR 52 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J2=5,2],[J4=5,2],[,76=3,1],[J7=4,2],[J8=3,1], 4-11-4 , 10-1-4 , 15-3-4 , 20-2-8 , 4-11-4 5-2 5-2 4-11-4 6X10 1X4 6X10 • 2 3 4 JL . . . .... .. . .. . .... .... 5 . • .. 8 7 6 • . . .... ...... 2X5 5X8 2X5 •• •• . .... ...... ...... .... . . 5X6 SPL. •••• ••••' 4-11-4 , 10-1-4 , 15-3-4 , 20-2-8 , • r 4-11-4 5-2 5-2 4-11-4 L. HL TO PK:8-6-4 R. HL TO PK : 5-6-4 LEFT HEIGHT: -8-9 SPAN: 20-2-8 RISE: 3-2-3 RIGHT HEIGHT:0-8-9 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0. 742 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 7-8=0. 944 BOT CHORD: 2X6 No.2ND 19 SP BOTT 0 10 LL.DEFL. @7=0. 11 < L/360 WEBS : 2X4 No. 3 19 SPACING 24 .0 in. ...... REPETITIVE STRESSES NOT USED NO. OF MEMBERS = SP: �«{C,q''•.sQp ;t 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) 039 sc . 1�: Qy LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1– 5= 90 5– 6= 20 6– 8= 158 8– 1= 20 CONCENTRATED 6= 271 8= 271 STA 7G OF CHORD: 2-3; 3-4 TO BE 2X4 No.1D 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI F )• PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC, –95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER OCT 0 4 1999 -==<<«ACES-32 Ver_ 005055 ] =======«-.-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 54 : 30 1999 Project # : 14141 -1X Truss ID : GT1 Family # : 110 Span 22-0-8 Quantity : 1 Top Pitch : 6/12 --B1d(12/3/1997-),v1:1__________________________________________ REACTIONS - SIZE FORCES - LOAD CASE #1 1-2=-9169 7-8= 0 2-11= 67 5-8=-1147 1=-4901 8.00 2-3=-9247 8-9= 4035 2-10= 471 6-8= 5026 7=-5992 8.00 3-4=-5096 9-10= 8270 3-10= 3486 4-5=-5096 10-11= 7857 3-9=-4256 5-6=-4511 11-1= 7857 4-9= 4053 6-7=-5180 5-9= 729 PROVIDE FOR 2816 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 3497 LBS UPLIFT AT JOINT 7 (0.58) PROVIDE FOR 284 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=4,4],[,76=4,2],[,78=3,2],[,79=5,4],[,710=5,2], 3-6 1 7-0 1 13-6-4 18-2-11 22-0-8 3-6 3-6 6-6-4 4-8-7 3-9-13 6X6 4 • • • • •••• •• • 3X4 • 5 •• • .... .... 3X4 • qx8 • ...... S X12 .. .... .• 1 . . .... ...... 11 10 9 8 ' 10X10 8X8 3X'7 •'•'•• ••�••• 2X3 WED2?{6 8X9 7X8 SPL. •••• •••• • 3-6 7-0 1 13-6-4 18-2-11 1 22-0-8 3-6 3-6 6-6-4 4-8-7 3-9-13 L. HL TO PK: 15-1 -6 R. HL TO PK : 9-2-9 LEFT HEIGHT:0-8-9 SPAN: 22-0-8 RISE: 7-5-11 RIGHT HEIGHT_3_------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 430 TOP CHORD: 2X6 2400f1 .7E MRL SP TOP 30 15 BOTT 9-10=0 . 907 BOT CHORD: 2X8 2250f1 . 9E MRL SP BOTT 0 10 LL.DEFL. @10=0 . 16 < L/360 WEDS : 2X4 No. 3 19 SP---------- SPACING 24 .0 in.�_o:-E:- REPETITIVE STRESSES NOT USED NO. OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) Cam , '"` :r •; ;^ti' I` LUMBER PLATE TYPE L' 1 1.33 1.33 UNIFORM 1- 6= 90 7-10= 442 10- 1= 20 Tl: �;r'?";�'` •--' CONCENTRATED 10= 2235 0' WEB: 3-10; 3-9; 4-9; 6-8 TO BE 2X4 No.2ND 19 SP �j� RIGHT END VERTICAL IS NOT EXPOSED. F'•••'+` WEB 6-7; 4-9; 6-8 BRACED at 112 POINTS AS SHOWN ABOVE '��;':•. • ,•- ,.. WEB 3-9 BRACED at 1/3 POINTS AS SHOWN ABOVE �M� -8d nails,or T-brace of same size and grade as web conn. to narrtl C2 1V 1ri 1s 6 1n. o. Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) SP 91 t n 95B ATJSf/IPI-95 4, ♦qQQ PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN S THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER ti ===««ACES-32 s Ver. [ 00551 1 'Cutomer : SGC-A 1 =======««-DADE-TRUSS-» Project #/ 15-3-41X Truss ID : H7C Family May 9 08 : 28 : 52 '2000 Span Famil =BId(12/3/1997),7.1_________ ___ Quantity : 1 Y # : 313 FORCES - LOAO CASE #1 _________________ __ Top pitch : 6/12 1-2=-2209 5-6= 1379 2-6= 386 REACTIONS - SIZE 2-3=-1924 6-1= 1924 3-6= 731 1=-1448 8.00 3-4= 0 3-5=-1880 5=-1841 3.50 4-5=-388 PROVIDE FOR 802 LBS UPLIFT AT JOINT 1 (0.55) PROVIDE FOR 1076 LBS UPLIFT AT JOINT 5 (0.58) PROVIDE FOR 319 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j6=2,5,2], 6-11-4 11-1-4 6-11-4 15-3-4 4-2 4-2 5X6 2 3X4 t: 3 2X4 6X6 1 OOR A.v(i JQ:•'PTiFICq'•.9 - vj�;' N . 19939 •p 5X5 5 4X STATE OF b-11-4 15-3-4 MAY 0 8 2000 6-11-4 $--4 4 L. HL TO PK:7-9_ LEFT-HEIGHT_p_8_5 SPAN: 15-3-4 LOADING L (PSFD----=_ -------------=====RISE_4_2_3=======RIGHT-HEIGHT_4=2=3---- TOP STRESSES 660 MINIMUM GRADE OF LUMBER TOP 30 15 BOTT 5-6=0.208 Op CHORD:2X6 No. 2ND 19 SP BOTT----0---10--- LL.DEFL�.@6=0. 03 < L/360 WEBSCHORD:2X6 2400f1 . 7E MRL SP ____---- ---------------- ---___-----:2X4 No. 3 19 SP REPETITIVE STRESSES NOT USED SPACING • 24 . 0 in. o, C. = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) N0. OF MEMBERS LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 2- 4= 193 5- 6= 43 6- 1= 20 CONCENTRATED 6= 631 RIGHT END VERTICAL IS NOT EXPOSED. WEB 3-5 BRACED at 112 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2,3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/lOd nails 6 in. o. C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETR I CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC, _ THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECTTOR ENGINEER v ___<<«ACES-32 Ver. 1 . 1 »»_______ [ 005121 ] ______=«<<-DADE-TRUSS->>»_________ Customer : SGC-A Fri Oct 1 10 : 48 : 28 1999 Project # : 14141 -1X Truss ID : H7C Family # : spec. _Span 15-3-4 B. Span 9-9-12 - Quant __--_ 1------------ Top Pitch -_ 6712 ==Bld(12/3/1997),v1 REACTIONS - SIZE FORCES - LOAD CASE #1 1-2=--2474 5-6= 1251 2-6= 751 1=-1599 8.00 2-3=-2144 6-1= 2144 3-6= 1209 5=-2235 3.50 3-4= 0 3-5=-1722 4-5=-181 PROVIDE FOR 890 LBS UPLIFT AT JOINT 1 (0.56) PROVIDE FOR 1314 LBS UPLIFT AT JOINT 5 (0.59) PROVIDE FOR 326 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[J2=3,2],[,76=3,2], 6-11-4 11-1-4 15-3-4 6-11-4 4-2 4-2 6X6 3X4 1X4 2 3 4 e e • • • 0000 •• • • 0000 0000 • . 6X6 • . .... 0000 1 • • • • • _ 0000•• • .••••. 00 0000 • _ . 00 6 . 5 . 0000 000.0• 6X6 •.5 X5 0 • . 0000 00000.• ...... .... . . . . 0000 00•60 0 0000 0000 . . 0 .0000 6-11-4 15-3-4 0 6-11-4 $-4 L. HL TO PK: 7-9-11 LEFT HEIGHT:0-8-9 SPAN: 15-3-4 RISE4-2-3 RIGHT HEIGHT:4-2-3 _ _ _ • _ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 681 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 763 DOT CHORD: 2X6 2400f1 . 7E MRL SP BOTT 0 10 LL.DEFL. @6=0. 04 < L/360 WEDS -----_2X4 No_3-19-SP---------- SPACING • 24 .0 in. o.. NO. OF MEMBERS = 1 � A REPETITIVE STRESSES NOT USED t�G`'.....; LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) v:•G� �` LUMBER PLATE TYPE q 1- 4= 90 5- 6= 213 6- 1= 20 N .19939 .d 1 1.33 1.33 UNIFORM �: CONCENTRATED 6= 631 CHORD: 2-3; 3-4 TO BE 2X4 No.2ND 19 SP STATE OF r` RIGHT END VERTICAL IS NOT EXPOSED. J6UH��P, ' WEB 3-5 BRACED at 1/2 POINTS AS SHOWN ABOVE rJ9Vfi8�i�s`� n. o. r T-brace of same size and grade as web conn. to narrow Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,o f r r C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEAN L (ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) S T PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, , YK THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT RE GINEER ===<<«ACES-32 Ver. 1 . 1 »>;_______ [ 005068 ] =======«<<-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08: 54 : 45 1999 Project # : 14141 -1X Truss ID : H5B Family # : special • To Pitch : 6 12 Quantity 1 / Span -2-8 p S 15 4 Y p —=Bld(12/3/1997);v1-.-1___________________________________________==>_=_=__==-- FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=72326 4-5= 2002 2-6= 737 1=-1437 8.00 2-3=-2002 5-6= 2002 2-5= 0 4=-1437 8.00 3-4=-2326 6-1= 2002 3-5= 737 PROVIDE FOR 809 LBS UPLIFT AT JOINT 1 (0.56) PROVIDE FOR 809 LBS UPLIFT AT JOINT 4 (0.56) PROVIDE FOR 25 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J5=2.5,2],[J6=3,1], 4-11-4 , 10-3-4 , 15-2-8 4-11-4 5-4 4-i1-4 5X10 5X6 2 3 e s 0000•• • • • 6X6 : 69 6: ••...• .. --� - -'.4. ....--- .... • •0 6 5 0 00.0.0 2X5 5X5 00.0 0000 0• • . . .... ...... . 0000 •6000• 0060: 00000 • . . 0000 00666 4-11-4 , 10-3-4 , 15-2-8 •0600 0.00 0000.6 4-11-4 5-4 4-11-4 LEFTLHEIIGHT: -8-9 SPAN: 15-2-8 RISE: 3-2-3 RIGHT HEIGHT: -8-9 ______________ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 404 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 775 BOT CHORD: 2X6 No. 2ND 19 SP BOTT 0 10 LL.DEFL. @6=0 .04 < L/360 WEBS : 2X4 No. 3 19 SP ------------------------- SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBE-�S = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) .Q`1 LUMBER PLATE TYPE ti , 1 1.33 1.33 1 5= 01 6 4- 5= 21 0 5-6 = 158 6- 1= 20 CONCENTRATED 2 ��r�•r . A70 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,O. 'FR ANL•9k('ASC3). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETR I CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESI ,�g�TTPI- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CO D �T. E0 NEER OCT 04f999 Ver. 1 . 1 »»_______ [ 005111 ] =======«,<—DADE—TRUSS—»»========= Customer SGC-A Fri Oct 1 10 : 48 :07 1999 Project #: 14141 -1X Truss ID : H7 Family # : 314 Span 20-2-8 B. Span 20-2-8 Quant . : 2 Top Pitch : 6/12 ---- FORCES - LOAD CASE ##1 REACTIONS - SIZE 1-2=-3974 4-5= 3462 2-6= 1370 1=-2315 8.00 2-3=-3462 5-6= 3462 2-5= 0 4=-2315 8.00 3-4=-3974 6-1= 3462 3-5= 1370 PROVIDE FOR 1276 LBS UPLIFT AT JOINT 1 (0.55) PROVIDE FOR 1276 LBS UPLIFT AT JOINT 4 (0.55) PROVIDE FOR 62 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=3,2],[,76=4,11, 6-11-4 , 13-3-4 , 20-2-8 , r 6-11-4 6-4 6-11-4 5x10 5X6 2 3 . . . .... .. . 6X6 4 1 — - - - 0 06:6 6 5 ....•. 2X6 6X6 , . . .... ...... 5X6 SPL. ' ...... .... . . •••• •••• • • 6-11-4 13-3-4 20-2-8 ..:..' 6-11-4 6-4 6-11-4 • L. HL TO PK: 7-9-1 R. HL TO PK :7-9-1 LEFT HEIGHT:0-8-9 SPAN: 20-2-8 RISE: 4-2-3 RIGHT HEIGHT:0-8-9 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 724 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0. 716 BOT CHORD: 2X6 2400f1 . 7E MRL SP BOTT 0 10 LL.DEFL. @6=0. 08 < L/360 WEBS : 2X4 No. 3 19 A SPACING : 24 . 0—i-- :� •.r' �� s, REPETITIVE STRESSES NOT USED NO. OF MEMBERS = a ,r Fd;,,er� y,C✓ LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) ""'' ` LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 4= 90 4- 5= 20 5- 6= 213 6- 1= 20 CONCENTRATED 5= 631 6= 631 FLTATEOF : TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI - EA��luE�.1_ / ). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) "/ v PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, 5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG AR OR ENGINEER OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 > __ [ 005109 ] _______<. -DADE-TRUSS-»»==_______ Customer : SGC-A Fri Oct 1 10: 48 : 03 1999 Project # : 14141 -1X Truss ID : T22 Family # : 108 Span : 22-0-8 B. Span 27-0-8 Quant . : 9 Top Pitch : 6/12 ==B1d(12/3/1997),v1 --- FORCES----GRAV-I-T-Y-LOADS REACTIONS—SIZE 1-2=-1671 6-7= 450 2-8= 132 1=-1186 8.00 2-3=-960 7-8= 1449 2-7=-673 6=-1186 8.00 3-4=-960 8-1= 1449 3-7= 251 4-5= 0 4-7= 466 5-6=-73 4-6=-1124 PROVIDE FOR 555 LBS UPLIFT AT JOINT 1 (0.47) PROVIDE FOR 584 LBS UPLIFT AT JOINT 6 (0.49) PROVIDE FOR 309 LBS HORIZ. REACTION AT JOINT 1 6-9-2 13-6-4 20-3-6 22-0-8 6-9-2 6-9-2 6-9-2 -9-2 5X6 3 3X4 3X4 •'• 2 4 ...... 2M of 0 - - o ••.• • 5X6 • • n_i 1 • f ♦••••• • • 6 • •••• ••••Oy 2X3 WEDGE 1X4 3X6 S 8 9• ••3X 6-9-2 , 13-6-4 22-0-8 • '•'• 6-9-2 6-9-2 8-6-4 • L. HL TO PK: 15-1 -6 R. HL, TO PK : 9-6-8 LEFT HEIGHT:0-8-9 SPAN: 22-0-8 RISE: 7-5-11 RIGHT HEIGHT: 3-2- ------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 491 TOP CHORD: 2X6-, N6.2ND 19 SP TOP 30 15 BOTT 7-8=0 . 533 BOT CHORD: 2X4 ,, No.2ND 19, SP BOTT 0 10 LL.DEFL.@8=0 .04 < L/360 WEBS : 2X4 -,No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 :.0, in. o. c,. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 A. RIGHT END VERTICAL IS NOT EXPOSED. �y�•.• "�':; ��_' TRUSS CHECKED FOR 110 MPH WIND,-ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI A2E:(}OCI��IAG PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN :SS 95'- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSU BLDG AR TECT 0 EAIGI{�E ' WC,A,'i 00T 0 4 1999 ===<<«ACES-32 Ver. 005087 ] =======<< .-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 55:07 1999 Project # : 14141 -1X Truss ID : T20 Family # : 105 Span 20-2-8 Quantity : 9 Top Pitch : 6/12 =81d(-1-2-/3/-1-997),vl-.1==_________________________ --- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1486 5-6= 1273 2-6=-336 1=-1075 8.00 2-3=-1095 6-1= 1273 3-6= 520 5=-1075 8.00 3-4=-1095 4-6=-336 4-5=-1486 PROVIDE FOR 538 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 538 LBS UPLIFT AT JOINT 5 (0.50) PROVIDE FOR 74 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[J6=4,21, 5-0 10-1-4 15-2-8 20-2-8 5-0 5-1-4 5-1-4 5-0 5X6 3 - o 0 0000.. 2X4 2X4 • 2 4 .• • 0000 0000 • • • 5X6 :5X6: 0000 0000 1 • b ' • .. 0000.. - � • 0000 0000 • • • • • 6 . . .�.• .0000. 5X8 2X3 WEDGE 2X3 WEDGE 0..•.• �....0 0000.. 0000 . . 0000 0000. 0000 0009 . . • 0000• 10-1-4 20-2-8 10-1-4 10-1-4 L. HL TO PK:�1 -3-9 R. HL TO PK :11 -3-9 LEFT HEIGHT: -8-9 SPAN:20-2-8 RISE_5-9_3-------RIGHT HEIGHT_0-8-9---- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 333 TOP CHORD:2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-1 =0. 688 BOT CHORD: 2X4 No-2ND 19 SP BOTT 0 10 LL.DEFL. @6=0. 04 < L/360 WEBS : 2X4 No-. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS •= 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 M 3)° PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) �' ` � '•.; PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN I� THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONS aG 0 R �C+ Y• C OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 >>>>======= [ 0051 1 0 ] =======«<<-DADE-TRUSS-»»========= .Customer SGC-A Fri Oct 1 10: 48 :05 1999 Project # : 14141 -1X Truss ID : H9 Family # : spec. Span 20-2-8 B.Span 6-11 -4 Quant . : 2 Top Pitch : 6712 ==Bld(12/-3/-1997-),-vl._1_—===_____ = ====== ===<<«ACES-32 Ver . 005102 ] =======«.,-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 14 : 14 : 41 1999 Project # : 14141 -1X Truss ID : H09 Family # : special span : . 19-10-12 Quantity : 1 Top Pitch : 6712 Seat cut--: 0 3-8 --- ------- ---- ------- ----- -- ---B� -pitch—=--2_._783_/12- - - ==B1d(12/3/1997),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2673 5-6= 788 2-7= 649 1=-1078 3.50 2-3=-885 6-7= 2307 2-6=-1546 5=-1078 3.50 3-4= 0 7-1= 2365 3-6= 437 4-5=-297 3-5=-1064 PROVIDE FOR 449 LBS UPLIFT AT JOINT 1 (0.42) PROVIDE FOR 637 LBS UPLIFT AT JOINT 5 (0.59) PROVIDE FOR 526 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j3=5,2],[,77=3,2], 4-7-4 , 13-1-12 , 19-10-12 , 4-7-4 8-6-8 6-9 6XiO 1X4 3 4 . . . .... .. . .. . •••• .... 5X5 •• • 1 :L-0 • • • 7 6 5 •. 5X6 3X4 3X4• •....f . . .... ..... • ••f•• 4-7-4� • r 4-7-4 , 13-1-12 , 19-10-12 , 4-7-4 8-6-8 6-9 L. HL TO PK: 14-8-6 INTERNAL RISE: 1 -0 LEFT HEIGHT:0-8-9 SPAN: 19-10-12 RISE: 7-3-7 RIGHT HEIGHT: 6-3-7 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0. 878 TOP CHORD:2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-7=0. 707 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@7=0 . 11 < L/360 WEBS : 2X4 No. 3 19 S STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. REPETITIVE STRESSES USED NO. OF MEMBERS = FEt CHORD: 3-4 TO BE 2X4 No.2ND 19 SP `', RIGHT END VERTICAL IS NOT EXPOSED. WEB 2-6; 3-5 BRACED at 1/2 POINTS AS SHOWN ABOVE PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHER Ili LPPLaD. Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narr w/ i'Cs 6' t sit TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SS - 5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER OCT 0 4 1999 ===<<<<ACES-32 Ver. 005101 ] =======<<- ,-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 14 : 14 : 40 1999 Project # : 14141 -IX Truss ID : H08 Family # : special Span 19-10-12 Quantity : 1 Ta Pitch : 6712 ---pitch--:---2-.7-8-3/12_ ==B1d(12/3/1997),v1 I - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2673 5-6= 961 2-7= 635 1=-1078 3.50 2-3=-1081 6-7= 2307 2-6=-1380 5=-1078 3.50 3-4= 0 7-1= 2365 3-6= 453 4-5=-359 3-5=-1154 PROVIDE FOR 463 LBS UPLIFT AT JOINT 1 (0.43) PROVIDE FOR 615 LBS UPLIFT AT JOINT 5 (0.57) PROVIDE FOR 472 LBS HORIZ. REACTION AT JOINT I PLATE OFFSETS (X=LEFT,Y=TOP):[j3=5,2],[j7=3,2], 4-7-4 11-9-4 19-10-12 4-7-4 7-2 8-1-8 6x18 1X4 3 4 • • •••• 3X4 •••• 2 5X-5 :000 0••• ■ 7 6 5 • 5X6 3X4 3X4. ••••• 4-7-4 • 4-7-4 11-9-4 19-19-12 4-7-4 7-2 8-1-8 L. HL TO PK: 13-1 -15 INTERNAL RISE: 1 -0 LEFT HEIGHT:0-8-9 SPAN: 19-10-12 RISE:6-7-3 RIGHT HEIGHT: 5-7-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0. 951 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-7=0 . 692 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@7=0. 10 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. REPETITIVE STRESSES USED NO. OF MEMBERS �A X.. CHORD: 3-4 TO BE 2X4 No.1D 19 SP RIGHT END VERTICAL IS NOT EXPOSED. WEB 2-6; 3-5 BRACED at 112 POINTS AS SHOWN ABOVE PROVIDE 2•4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WH Etil NOT Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web Conn. to n. A TAIM OF C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT.BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,O.0 0 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) .C PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC DG ENGINEER THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONS LT BL OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 >>>>======= [ 005103 ] =======«<<-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 14 : 14 : 43 1999 Project # : 14141 -1X Truss ID : H10 Family # : special Span : 19-10-12 Quantity : 1 To Pitch : 6712 Seat cu-t:-0--3-8 - - - — - -- ----------Bo- --Pitch---:--2-._7.83/-1 2 - __ _- ==Bld(12/3/1997),vl.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2673 5-6= 1042 2-7= 629 1=-1078 3.50 2-3=-1173 6-7= 2307 2-6=-1303 5=-1078 3.50 3-4= 0 7-1= 2365 3-6= 462 4-5=-387 3-5=-1205 PROVIDE FOR 476 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 614 LBS UPLIFT AT JOINT 5 (0.57) PROVIDE FOR 453 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[,73=5,2],[,77=3,2], 4-7-4 , 11-1-12 , 19-10-12 , 4-7-4 6-6-8 8-9 6X10 1X4 3 4 . . . .... .. . •• • •••• •••• 3X4 • ••.• .... 5X5 7 6 5 •••• •••••• 5X6 3X4 3X4 ' • . .... ...... • . . .... ..... 4-7-4 4-7-4 , 11-1-12 , 19-10-12 , 4-7-4 6-6-8 8-9 L. HL TO PK: 12-5-9 INTERNAL RISE: 1 -0 LEFT HEIGHT:0-8-9 SPAN: 19-10-12 RISE: 6-3-7 RIGHT HEIGHT: 5-3-7 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 699 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-7=0 . 699 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@7=0. 10 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 OR!4:�� CHORD: 3-4 TO BE 2X4 SS 19 SP RIGHT END VERTICAL IS NOT EXPOSED. V GIPL�FfC4'7� WEB 2-6; 3-5 BRACED at 112 POINTS AS SHOWN ABOVE PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE FANG W8@PLIk . Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narr w/ nails 6 . C.TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI R { CE7 R. PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) R. PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPE Itt�$ r�r THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BL ` 9TH ER OCT 0 4 1999 _==<<<,�ACES=32 Ver. 1 . 1 >> ______ [ 005100 ] _______« -DADE-TRUSS->>»_________ Customer : SGC-A Wed Sep 29 14 : 14 : 39 1999 Project #: 14141 -1X Truss ID : T23 Family # : special Span : 19-10-12 Quantity : 1 Top Pitch : 6/12 Seat cut : 0-3-8 Bot pitch : 2. 783/12 ==Bld(12/-3/-1997_),vl-.1=====-°____= -- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2673 6-7= 864 2-8= 616 1=-1078 3.50 2-3=-1383 7-8= 2307 2-7=-1132 6=-1078 3.50 3-4=-1226 8-1= 2365 3-7= 179 4-5= 0 4-7= 475 5-6=-221 4-6=-1149 PROVIDE FOR 487 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 595 LBS UPLIFT AT JOINT 6 (0.55) PROVIDE FOR 399 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[J3=3,2],[,78=3,2], 4-7-4 , 9-9-4 , 14-10 , 19-10-12 , 4-7-4 5-2 5-0-12 5-0-12 6X6 3X4 1X4 --- - - 3 5 . . . .... .. . 3 X4 •..•.• •....• .... 2 _ • 5X5 1 • 1 .. ...... ■ 8 7 6 : : ..:. ....:. 5X6 3X8 3X4 • . .... ...... w ...... .... . . .... .... . . 4-7-4 ••:••' 4-7-4 , 9-9-4 19-10-12 , • 4-7-4 5-2 10-1-8 L. HL TO PK: 10-11 -1 INTERNAL RISE• 1 -0 LEFT HEIGHT:0-8-9 SPAN: 19-10-12 RISE: 5-7-3 RIGHT HEIGHT: 4-7-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 530 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 7-8=0 . 795 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@8=0 .08 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 3-4; 4-5 TO BE 2X4 No.2ND 19 SP ��r :c° '' �'• '. =,r, 1z RIGHT END VERTICAL IS NOT EXPOSED. r' PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE'.CEILINGi,IS;NOT'<APPLIED•.",",, TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,1O(7+3) PSF DL,O.00 MI FROM OCEANLINE(ASCE7=93) PLATES ARE MITEK M2O-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) = PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS"~SSBC-ANSI/T-PI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,,,BLDG ARCHITECt OR ENGINEER dy^° ===««ACES-32 Ver. 1 . 1 >>>>======= [ 0051 1 2 ] =======««-DADE-TRUSS-»»========= Customer : SGC-A Fri Oct 1 10: 48 : 09 1999 Project # : 14141 -1X Truss ID : T19 Family # : spec . Span 19-10-12 B.Span 19-10-12 Quant . 1 Top Pitch 6/1 -2- - -- -- -- -- ----------------- — - --- - ------ --- - - 3-4 5. 999/12 , FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1476 7-8= 675 2-9=-318 1=-1068 8.00 2-3=-1277 8-9= 945 3-9= 434 7=-1068 3.50 3-4=-1139 9-1= 1273 3-8= 468 4-5=-1026 4-8=-737 5-6= 0 5-8= 531 6-7=-192 5-7=-1038 PROVIDE FOR 481 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 576 LBS UPLIFT AT JOINT 7 (0.54) PROVIDE FOR 378 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=3,2], 5-10-10 , 10-1-4 11-0-1215-5-12 , 19-10-12 , 5-10-10 4-2-10 0-11-8 4-5 4-5 - 4X4 • 6X6 •••••• • 3 3X4 : 1A4; 4 5 ••6. .... .... .... • • 2X4 ° 2 •• • e • •• • • •••••• 5X5 4 a so .... 0• o 1 . . .... ...... *006 0 ■ 9 8 7 3X4 3X8 4X4 •••• • 2X3 WEDGE 0 *0000• 7-6 11-0-12 , 19-10-12 , 7-6 3-6-12 8-10 L. HL TO PK: 1 -3-9 LEFT HEIGHT: -8-9 SPAN: 19-10-12 RISE: 5-9-3 RIGHT HEIGHT: 5-3-7 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0. 389 TOP CHORD: 2X6 No. 2ND 19 TOP 30 15 BOTT 8-9=0.452 BOT CHORD:2X4 No. 2ND BOTT 0 10 LL.DEFL.@9=0 .03 < L/360 WEBS :2X4 No. 3F� '" STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 i r REPETITIVE STRESSES USED NO. OF MEMBERS - ;yJ : rk, CHORD: 3-4; 4-5; 5-6 TO BE 2X4 No.2ND 19 SP '; �� RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI OCENE C�7�33, PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) G ' •.LO RA 4 PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC �c THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLD NEER OCT Q 4 1999 ===<<«ACES-32 Ver . 1 . 1 >>>—====== [ 005088 ] =======«,.-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 : 55:08 1999 Project # : 14141 -1X Truss ID : T21 Family # : special Span 19-10-12 Quantity : 3 Top Pitch : 6712 --Bld(12/-3/-1997-),-vl I=—=— ----- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1473 6-7= 1239 2-7=-337 1=-1068 8.00 2-3=-1081 7-1= 1262 3-7= 507 6=-1068 3.50 3-4=-1081 4-7=-311 4-5= 0 4-6=-1457 5-6=-204 PROVIDE FOR 534 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 535 LBS UPLIFT AT JOINT 6 (0.50) PROVIDE FOR 100 LBS HORIZ. REACTION AT JOINT 1 5-0 10-1-4 15-2-8 19-10-12 5-0 5-1-4 5-1-4 4-8-4 5X6 3 2X43X4 •••• •• 2 e} .• .... .... 5X5 1 ' 7 ' 3X8 ' •7X6 .... ...... 2X3 WEDGE • . . .... ..... .... .... . . 10-1-4 19-10-12 • 10-1-4 9-9-8 L. HL TO PK: �1 -3-9 R. HL TO PK 0-11 -6 LEFT HEIGHT: -8-9 SPAN: 19-10-12 RISE: 5-9-3 RIGHT HEIGHT:-10-7 _________-------------- --------- _____________________________________________ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 332 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 7-1 =0. 672 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@7=0. 04 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 11/ RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. CPT PSF DL,0.00 M ; NLINE PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCPT AS SHOWN) ••� PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN S N I/TP THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSU L., OCT 0 4 1999 ===<<<<ACES-32 Ver. I . 1 005113 1 =======<<<<-DADE-TRUSS->>>>========= ,Customer SGC-A Fri Oct 110 : 48 : 12 1999 Project 14141 -1X Truss ID H9A Family - : sEec Span 19-10-12 B.Span 0-0 Quant . 1 Top Mch /I , 4--,6-6-/l--2-, REACTIONS - SIZE 1=-1068 8.00 7=-1068 8.00 PROVIDE FOR 534 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 535 LBS UPLIFT AT JOINT 7 (0.50) PROVIDE FOR 93 LBS HORIZ. REACTION AT JOINT I 4-6 8-11-4 11-3-4, 15-9-4 19-10-12 , 4-6 4-5-4 1 2-4 1 4-6 4-1-8 5X6 5X6 3 4 224<- 3X4 5 2 5 00 ::0.0 0 0 too*:* 9 8 7. 0.0 00 3X4 3X4 0*00 000*0• 2X3 WEDGE •• • goo* :0.0*: :0900: 8-11-4 ill-3-41 19-10-12 •••• I I . 1 &0:000 8-11-4 2-4 8-7-8 0 L. HL TO PK: 1 -15 RIGHT HEIGHT:8-7-11 LEFT HEIGHT:8--i-9 SPAN: 19-10-12 RISE: 5-2-3 RIGHT HEIGHT: -10-7 ======------------------- --------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 262 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 9-1 =0 . 504 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 13 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI E7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE'D)CON RCH TE P1 NEER STATE OF Z ZOR10 C...6�" OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005070 ] =======«,<-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 : 54 : 47 1999 Project #: 14141 -1X Truss ID : H7A Family # : special Span 19-10-12 _ _Quantity : 1 Top Pitch : 6/12 -3-5 -671-2 - - - ------------- -—-——-____---__--- ==Bld(12/3/1997),v1.1______________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1411 6-7= 1296 2-8= 122 1=-1068 8.00 2-3=-1222 7-8= 1211 3-8= 13 6=-1068 8.00 3-4=-1359 8-1= 1222 3-7= 208 4-5= 0 4-7=-117 5-6=-173 4-6=-1539 PROVIDE FOR 528 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 529 LBS UPLIFT AT JOINT 6 (0.50) PROVIDE FOR 91 LBS HORIZ. REACTION AT JOINT 1 6-11-4 13-3-4 15-10-12 19-10-12 6-11-4 6-4 2-7-8 4-0 - - - - -- - 5X6 - 5X10 °'° 2 3 °°°°°° 3X4 .... .. 4 .. . 0000 .... 5X5 •° • 1 • .°.°°° 0 0 0 0 0 0 0 �.. °°°° . . .... ...... 8 7 6 . 3X4 3X4 7X� ° . .... ...... ...... .... . . 2X3 WEDGE . . .... ..... .... .... . . 6-11-4 13-3-4 19-10-12 ° 6-11-4 6-4 6-7-8 L. HL TO PK: 7-9-1 R. HL TO PK : 7-4-14 LEFT HEIGHT:0-8-9 SPAN: 19-10-12 RISE_4_2_3-------RIGHT HEIGHT_0_10_7--- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 501 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-7=0. 429 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@7=0 .04 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24.0 in. o. REPETITIVE STRESSES USED NO. OF MEMBERS T 1.-1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 M' 0 Nt�gNE(AS`Cg�=93 +; PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ,T�'�; xJ'�;'' `��9 -- PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN S SS�C(QtlSI/TPI-A�i` THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSU LDQ jl �R ENGINE IN OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 »»_______ [ 005115 ] =======«<<-DADE-TRUSS-»»========= Customer : SGC-A Fri Oct 1 10: 48 : 16 1999 Project # : 14141 -1X Truss ID : H13 Family # : spec. Span : 15-3-4 B. Span 15-2-8 Quant. : 1 Top Pitch : 6712 —==Bld(-12/3/1-997),-v-1-.1-________________=== ===««ACES-32 Ver. 1 . 1 >>>>======= [ 0051 1 6 ] =======««-DADE-TRUSS-»»========= . Customer : SGC-A Fri Oct 1 10: 48 : 18 1999 Project # : 14141 -1X Truss ID : H14 Family # : spec . Span : 15-3-4 B.Span 15-2-8 Quant . : 1 Top Pitch : 6712 ==61d(-32/--3/_1997),v_1-. ------ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-953 5-6= 295 2-6=-425 1=-814 8.00 2-3=-627 6-1= 822 3-6= 546 5=-814 3.50 3-4= 0 3-5=-675 4-5=-141 PROVIDE FOR 396 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 612 LBS UPLIFT AT JOINT 5 (0.75) PROVIDE FOR 587 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=3,2], 5-10-10 , 12-0 , 15-3-4 , r 5-10-10 6-1-6 3-3-4 6X6 1X4 3 4 2X4 : .... 2 .. . .... .... .. :...:. 5X5 • . .... ...... . .... ...... 2X3 WEDGE 6 ...5•. 3X4 : 3X4 •••• ••••• 8-6 , 15-3-4 , • r 8-6 6-9-4 L. HL TO PK: �3-5 LEFT HEIGHT: -8-9 SPAN: 15-3-4 RISE: 6-8-9 RIGHT HEIGHT:6-8-9 ______---------------- ________________________________________________ ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0.450 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 6-1 =0. 408 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@6=0.02 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 3-4 TO BE 2X4 No.2ND 19 SP RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL 0. MI- ROhISQCEA4FLIIVE{FdS�E7-93j:, PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL EXCEPT AS SHOWN t' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, ;SSBG�; Pf-95; THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL BG AACITECT OR NEER ply 6 OCT 0 4 1999 I ===<<«ACES-32 Ver. 1 - 1 >>>>======= [ 005117 ] =======«<<-DADE-TRUSS->>>>========= Customer : SGC-A Fri Oct 1 10:48 : 20 1999 Project #: 14141 -1X Truss ID : H11 Family # : spec. Span 15-3-4 B.Span 15-2-8 Quant . : 1 Top Pitch : 6/12 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-953 5-6= 397 2-6=-384 1=-814 8.00 2-3=-657 6-1= 822 3-6= 484 5=-814 3.50 3-4= 0 3-5=-686 4-5=-188 PROVIDE FOR 411 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 577 LBS UPLIFT AT JOINT 5 (0.71) PROVIDE FOR 537 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=3,2], 5-10-10 , 10-11-4 , 15-3-4 , 5-10-10 5-0-10 4-4 6X6 1X4 3 4 fF 2X4 •• • 2 .... •••• • 5X5 • 1 ....% • • •••• • 2X3 WEDGE 6 5 •••••• 3X4 :-3K4 •••• *000 • ..... 8-6 15-3-4 • 8-6 6-9-4 L. HL TO PK: 2-2-12 LEFT HEIGHT:-8-9 SPAN: 15-3-4 RISE: 6-2-3 RIGHT HEIGHT: 6-2-3 ______----------------__________-------- ________________________________________ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0.401 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-1 =0.408 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@6=0.02 < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 ,.f•• ;° CHORD: 3-4 TO BE 2X4 No.2ND 19 SP tF RIGHT END VERTICAL IS NOT EXPOSED. `` TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.06'MI-'FkOM•OCEAN LINE(ASCE;-�r93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) � 7-" '`°,`�c., PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESI ypECS,',-.SSBC,ANSI/TPI-9�', THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONS U'bT:BL�- RCk1ITEGT-OR'.ENGINEER y' S OCT 0 4 1999 • Y ===««ACES-32 Ver. 1 . 1 >>>>======= [ 0051 1 8 ] =======««-DADE-TRUSS-»»========= .Customer : SGC-A Fri Oct 1 10 : 48 : 22 1999 Project # : 14141 -1X Truss ID : H15 Family # : spec. Span 15-3-4 B.Span 15-2-8 Quant . : 1 Top Pitch : 6712 -1d(-12/3/.1997),-v-1-.-1 _— -- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-953 5-6= 488 2-6=-348 1=-814 8.00 2-3=-683 6-1= 822 3-6= 435 5=-814 3.50 3-4= 0 3-5=-711 4-5=-231 PROVIDE FOR 421 LBS UPLIFT AT JOINT 1 (0.52) PROVIDE FOR 549 LBS UPLIFT AT JOINT 5 (0.67) PROVIDE FOR 493 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=3,2], 5-10-10 , 10-0 , 15-3-4 , 5-10-10 4-1-6 5-3-4 6x6 1X4 3 4 2X4 0000 40 0 2 0000 .. 0000 0000 0000 . . 0000 see** G e 5X5 • 1 0000% ,. 0000.. s sees _ • ■ . 9000 000000 0 * e 6 5 0000 00000. •3 2X3 WEDGE 3x4 . Y •••••• ' . . 0000 00e0e 0 0 0000 0000 . . 0 Geese 8-6 15-3-4 • 8-6 6-9-4 L. HL TO PK: 111 -2-3 LEFT HEIGHT:0-8-9 SPAN: 15-3-4 RISE: 5-8-9 RIGHT HEIGHT: 5-8-9 ______-------__________________________________________________________________ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 593 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 6-1 =0. 408 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0.02 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 3-4 TO BE 2X4 No.2ND 19 SP RIGHT END VERTICAL IS NOT EXPOSED. v TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,O. � 7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DE THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD) fi BL JA �E ,i INEER s RE OCT 041999 ===««ACES-32 Ver. 1 . I >>>>======= [ 0051 1 9 ] _____==« <-DADE-TRUSS-»»========= . Customer : SGC-A Fri Oct 1 10 : 48 : 24 1999 Project # : 14141 -1X Truss ID : H9C Family # : spec . Span : 15-3-4 B. Span 15-2-8 Quant . : 1 Top Pitch : 6712 ==B]d(J2/-3/_1997)-.vl.l - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1039 5-6= 593 2-6=-313 1=-814 8.00 2-S=-702 6-1= 886 3-6= 318 5=-814 3.50 3-4= 0 3-5=-756 4-5=-278 PROVIDE FOR 428 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 519 LBS UPLIFT AT JOINT 5 (0.64) PROVIDE FOR 442 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J3=5,2], 4-6 , 8-11-4 , 15-3-4 , 4-6 4-5-4 6-4 6X18 1X4 3 4 . . 2X4 • 0000 2 .. .. . 0000 0000 9990 . . . 0000 0000 5X5 •• • 1 ' 0000.. 0009.. 0000 ' ' . . 0000 ...9.. 6 0 S 2X3 WEDGE 3X4 3X4 ." ..9999 . . 0000 0000. 0000 0000 . . 0 0000. 8-6 , 15-3-4 , 8-6 6-9-4 L. HL TO PK• -111 -15 LEFT HEIGHT: -8-9 SPAN: 15-3-4 RISE: 5-2-3 RIGHT HEIGHT: 5-2-3 ______----------------- _______________________________________________ ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 773 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 6-1 =0. 420 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. @6=0.02 < L/360 WEBS : 2X4 No. 3 19 SP ------------------ STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 fk CHORD: 3-4 TO BE 2X4 No.2ND 19 SP O(y -a �Un RIGHT END VERTICAL IS NOT EXPOSED. WEB 3-5 BRACED at 112 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to n fac is i1 S0 o. C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.0 f"zo _ ak-- 'EV ). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN •'•.S ; S ATP 4.5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL �( E NEER ED OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 >>>>======= [ 005120 ] =======«:<-DADE-TRUSS->>>>========= Customer : SGC-A Fri Oct 1 10 : 48 : 26 1999 Project #: 14141 -1X Truss ID : H16 Family # : 313 Span 15-3-4 B.Span 15-3-4 Quant . : 1 Top Pitch : 6/12 ___°__°------------- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-784 4-5= 679 2-5= 148 1=-814 8.00 2-3= 0 5-1= 679 2-4=-800 4=-814 3.50 3-4=-321 PROVIDE FOR 427 LBS UPLIFT AT JOINT 1 (0.52) PROVIDE FOR 492 LBS UPLIFT AT JOINT 4 (0.61) PROVIDE FOR 393 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[J2=5,2], 8-0 , 15-3-4 , $-p 7-3-4 6X10 IX4 2 3 • • 0000 •• • • • • • •• • 0000 0000 •- �•0• • • • • 0000 0000 1 •• • 0000.. _ • ■ . •000:• 0000 00•• 5 4 . 0000 0000.. 1X4 ••3X+4 0 • 2X3 WEDGE • 0000 • •00.0• •••••• 0000 0000• • . • 0000 00000 000 . . g-� 15-3-4 •.:••� g_0 7-3-4 • L. HL TO PK• 8-11 -5 LEFT HEIGHT:0-8-9 SPAN: 15-3-4 RISE:4-8-9 RIGHT HEIGHT:4-8-9 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0. 762 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 4-5=0. 379 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@5=0.02 < L/360 WEBS : 2X4 No. 3 19 SP -------------- STR.INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 2-3 TO BE 2X4 No.1D 19 SP A. t RIGHT END VERTICAL IS NOT EXPOSED. WEB 2-4 BRACED at 112 POINTS AS SHOWN ABOVE ,• ' iFlC�''•: Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to nar �10d h"Ts''6,,-1 ,. o. C. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.I WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C.10(7+3) PSF DL,0.00 ROM'R ANL1IJE(.A EE7-Q ). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN, C$, BCC/TPI-95 b°• EER THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONS ARaIITECT OR,1=N OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 »»_______ [ 005122 ] =======«<<-DADE-TRUSS-»»========= Customer : SGC-A Fri Oct 1 10: 48 : 30 1999 Project # : 14141 -1X Truss ID : T16 Family # spec. . s Span : 15-3-4 B. Span 15-3-4 Quant . : 1 ------- Top Pitch -_ 6712 ------------------ -- ==61d(12-3 1997);vl-1___________________________-- —____---- ------------------ ------------------ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-826 5-6= 844 2-7= 89 1=-814 8.00 2-3=-940 6-7= 715 2-6= 362 5=-814 3.50 3-4= 0 7-1= 715 3-6=-263 4-5=-266 3-5=-975 PROVIDE FOR 429 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 459 LBS UPLIFT AT JOINT 5 (0.56) PROVIDE FOR 302 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J2=3,2], 7-7-4 9-2-8 15-3-4 7-7-4 1-7-4 6-0-12 6X6 2 4X10 1X4 • ---- — ------ - 3 s • • 5X5 • 1 • •e•ee. • • e•e• •••••• 7 6 '. 5.' • 1X4 3X4 . 3X4 ;....; 2X3 WEDGE • ...... .... . . .... .... . . 7-7-4 9-2-8 15-3-4 • 7-7-4 1-7-4 6-0-12 L. HL TO PK: LEFT HEIGHT:8- -9 SPAN: 15-3-4------RISE_4_6_3-------RIGHT-HEIGHT_3_8_9---- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0.708 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 6-7=0. 335 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. @6=0 .02 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. ' LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 2-3; 3-4 TO BE 2X4 No.2ND 19 SP O A ✓(� RIGHT END VERTICAL IS NOT EXPOSED. " TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,O W" ; IZ 7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS D iPEQ'�' , NS . THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD 1(LT B ARCHIT GINEER ;TATE OF c i' •�Z4R1�� ti; �7R) OCT 0 4 1999 ===<<«ACES-32 Ver. 005084 ) =======«<<-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08. 55: 03 1999 Project # : 14141 -1X Truss ID : T15 Family # : 103 Span : 15-2-8 Quantity : 4 Top Pitch : 6/12 ==Bld(12 3/1997)-,vl.1________________________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-812 3-4= 707 2-4= 145 1=-800 8.00 2-3=-812 4-1= 707 3=-800 8.00 PROVIDE FOR 454 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 454 LBS UPLIFT AT JOINT 3 (0.57) PROVIDE FOR 48 LBS HORIZ. REACTION AT JOINT 1 7-7-4 , 15-2-8 , 7-7-4 7-7-4 5X6 2 0000.. • 5X5 • 5X5 •••• •• • 1 *03* 0000 0000 0000 - 0000 0000 0000.. 4 • 0000.. 1X4 •0000• �•.. 2X3 WEDGE 2X3 WEI9GE •••• •••••• . 0000 0000.. .0000. •••• • 7-7-4 , 15-2-8 •••• ••••• 7-7-4 7-7-4 •• •••• L. HL TO PK: 8-6 R. HL TO PK : 8-60 LEFT HEIGHT:0-8-9 SPAN: 15-2-8 RISE: 4-6-3 RIGHT HEIGHT:0-8-9 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 642 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 3-4=0. 381 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@4=0 .02 < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI ILINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES � 0 I I-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD) ;Ib]" ENGINEER y� 19939 �fo S iA i C(;F `DREG fvf" OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 >>>>======= [ 0051 23 ] =======««-DADE-TRUSS-»»========= .Customer SGC-A Fri Oct 1 10: 48: 33 1999 Project # : 14141 -1X Truss ID : H7B Family # : spec. Span 15-2-8 B. Span 0-0 Quant . : 1 Top Pitch : 6712 REACTIONS - SIZE 1=-800 8.00 4=-800 8.00 PROVIDE FOR 455 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 455 LBS UPLIFT AT JOINT 4 (0.57) PROVIDE FOR 49 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[J2=3,2],[,73=3,2], 6-11-4 8-3-4, 15-2-8 , 6-11-4 1-4 6-11-4 6X6 6X6 2 3 5X5 •oe•• •••• • • 6 5 ...... iX4 1X4 •••• •••• • 2X3 WEDGE 2X3 WEDGE •••• ••'••• 6-11-4 8-3-4 15-2-8 • • 6-11-4 -4 6-11-4 ••�+•• g 1 99. 11 LEFTLHEOIGHT:0-8-9 SPAN: 15-2-8 RISE:4-2-3 RIGHT HEIGHT:0-8-9 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0. 573 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 4-5=0. 287 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 .04 < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in REPETITIVE STRESSES USED NO. OF MEMBERS - Q� A CHORD: 2-3 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0. I f (A 3). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESI PE BCyND� 1 5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CO B NEER StATEOF Q. AIhT.0 toy ===<<«ACES-32 Ver. 1 - 1 >>>>======= [ 005099 ] =======«<<-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08. 55 : 20 1999 Project # : 14141 -1X Truss ID : V08 Family # : 201 Span 8-0 Quantity : 1 Top Pitch : 6/12 ==B1d(12/3/1997),v1.1___________________________________________________________________ =Gable studs spaced at 4-8 inches o—c - 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided along ntire bottom cF�ord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 4-0 8-0 4-0 4-0 3X4 �3 2 . . . .... .. . • ° .. . .... .... 3_X4_ — — • . . .... .... .. ................................... ......................................... . . . • ...•.. 3X4 .... .... .° 4-0 8-0 �....: ° • ...... •..• °• • • L. HL TO PK: =�1 -5 4-0 4-0 • • •••• ••••• LEFT HEIGHT• � SPAN: 8-0 RISE: 4-0 RI-(K- • HEJ'G1,W4-0 _ ______ ---------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No. 2ND 19 SP ° TOP BOT CHORD: 2X4 No. 2ND 19 SP BOTT 30 10 LL.DEFL.@0=0 .00 < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING . 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHI SRC NGINEER STp7F J•,v C r- JOCT 0 4 I ===««ACES-32 Ver. 1 . 1 »>a=______ [ 005098 1 =======«�.<-DADE-TRUSS-»»========= Customer : SGC-A Wed Sep 29 08 . 55: 19 1999 ' Project # : 14141 -1X Truss ID : V07 Family # : 201 Span : 7-4-8 Quantity : 1 Top Pitch : 6/12 ____________________________ ------- NOTES: 1 -Gable stu�cs spaced at 48in zes o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 3-8-4 i 7-4-8 3-8-4 3-8-4 3X4 2 . . . .... .. . ° . .... .... • °• 3X4 •° • • •••• •••••• 3-8-4 7-4-8 • 3-8-4 3-8-4 ...... ...... .... . . L. HL TO PK: gg-2-1 5 •••• ••••• LEFT HEIGHT:O-0 SPAN: 7-4-8 RISE:3-8-4 Rr :T• HE:NI T03-8_4; LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD: 2X4 No. 2ND 19 SP • TOP 30 15 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. @0=0 .00 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER 0R A. ✓ C" 6TATE OF RED OCT 0 4 1999 «ACES-32 Ver. 1 . 1 >>>>======= [ 005097 ] =======<< -DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 55: 18 1999 Project #: 14141 -1X Truss ID : V06 Family # : 201 Span 6-0 Quantity : 2 Top Pitch : 6/12 ==B1d(12/3/1997),v1 —NOTES -1- - 2 -Brace vertical studs in accordance with standard gable end detail ' 3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 6-0 r 6-0 X4 . . . •.•• .. . 3X4 1 .... . . .... .... .. 3X4 ' . . .... ...... 6-0 • ' 6-0 .... ...... ...... .... . . LEFTLHEIIGHT: -0-8 SPAN: 6-0 RISE: 3-0 RIGHT' HEI%I T6!3-0 • LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD: 2X4 No.2ND 19 SP ' TOP 30 15 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP -------------- STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN AN -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON �, NGINEER 0. N97. 19M :® STATr-OF F1 It) OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 »»_______ [ 005096 ] =======«,<-DADE-TRUSS->>>>========= .Customer : SGC-A Wed Sep 29 08 . 55: 17 1999 Project # : 14141 -1X Truss ID : V05 Family # : 201 Span : 5-4-8 Quantity : 1 Top Pitch : 6/12 ==B1d(-12/-3/-1997-),v1.1======_______________=============================_====°--- = ------ NOTES: 1 -Gable studs spaced at 48 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted r 5-4-8 5-4-8 3X4 . . . .... .. . 3X4 .... 1 717 - .... . ............................................................................... . . 3 .. 3X4 ' . . .... ...... 5-4-8 • 5-4-8 ' ...... .... . . L. HL TO PK:0-0-2 ' LEFT HEIGHT: U SPAN: 5-4-8 RISE: 2-8-4 RTGHWHEI�,HT-c*2-8-4: LOADING (PSF) MAX STRESSES MINIMUM GRADE dF LUMBER • L D TOP CHORD: 2X4 No. 2ND 19 SP TOP BOT CHORD: 2X4 No. 2ND 19 SP BOTT 30 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBgC�,ANScI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,' y OR ENGINEER c^rATE OF r% OF VS OCT 0 4 1999 ===««ACES-32 Ver. 1 . 1 >>>>_====== [ 005095 ] =======«-<-DADE-TRUSS-»»========= .Customer : SGC-A Wed Sep 29 08 . 55: 16 1999 Project # : 14141 -1X Truss ID : VO4 Family # : 201 Span : 4-0 Quantity _ 2 ----------- Top Pitch -_ 6/12 ------- ==61d_(12/3/1997) x1.1==° _______ ------ NOTES: 1 -Gable studs spaced at 24 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided along ntire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 4-0 4-0 X4 2X4 ••�•• • • • • • 0000 0000 • •• • • 0000•• • 0000•• 3X4 ' 0000 0000 • • 0000 0000•• 4-0 • • 0004 40.0•• 4-0 ' L. HL TO PK: -11 4 LEFT HEIGHT: --8 SPAN:4-0 RISE:2-0 RZGH"'HEI�4iTc2_0 -`-_- LOADING (PSF MAX STRESSES MINIMUM GRADE (IF LUMBER L D • TOP CHORD:2X4 No.2ND 19 SP TOP DOT CHORD:2X4 No. 2ND 19 SP BOTT 30 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP -------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPPACIINGM: 24 .0 in. o. C. REPETITIVE STRESSES USED NO. OF RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG CT OR ENGINEER TATS OF RED EI' OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005094 ] =======«.<-DADE-TRUSS->>>>========= .Customer : SGC-A Wed Sep 29 08. 55: 14 1999 Project # : 14141 -1X Truss ID : V03 Family # : 201 Span 3-4-8 Quantity : 1 Top Pitch -_ 6/12 ------- NOTES: 1 -Gable studs spaced at 4-8 inches o.c. 2 -Brace vertical studs in accordance with standard able end detail 3 -Continuous bearing provided along ntire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 3-4-8 3-4-8 X4 2X4 • 1 . . . .... . • •° 3X4 •••••• . . .... ...... 3-4-8 • 3-4-8 .... ...... ...... .... . . L. HL TO PK: 33-9-4 ••••• LEFT HEIGHT:0-0 _SPAN:3-4-8 RISE: 1 -8-4 _-R�� '�•HEIC �';'1 -8-4: LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER ••••• L D TOP CHORD: 2X4 No. 2ND 19 SP • TOP BOT CHORD: 2X4 No. 2ND 19 SP BOTT 30 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER �ntc q: S?ATC tt31: �sRED �' OCT 0 4 1999 ===<<<<ACES-32 Ver. 1 . 1 »>>_______ [ 005093 ] =======«.<-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 55 : 13 1999 ' Project # : 14141 -1X Truss ID : V02 Family # : 201 Span : 2-0 Quantity : 2 Top Pitch : 6/12 ==B1d(12/3/1997),v1.1__________________________________________________________________ MOTES-:--1-=Gable--stud-s—s aced—at�4—inych-e�s-o—c --- 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous be provided alon entire bottom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted PLATE OFFSETS (X=LEFT,Y=TOP):[J2=2.5,3], 2-0 2-0 -------- - -- --- - ------ --- - - - - - - - - - - - 2X4 1 . . . .... .. . .. . .... .... . . .... .... . .......................................................... . .. . . 3 ...... 3X4 .... '. . . .... ...... 2-0 .... ...... 2-0 L. HL TO PK: 2-2-13 • LEFT HEIGHT: 0-0 SPAN: 2-0 RISE: 1 -0 RIUAt HEIU;HT: 1 -0..;..• ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER • L D TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP ----------- STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING ' 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS R£QD)CONSULT J, TECT OR ENGINEER STATE OF r� QED OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 >>>>======= [ 005092 ] =======«.<-DADE-TRUSS->>>>========= Customer SGC-A Wed Sep 29 08 . 55: 12 1999 Project # : 14141 -1X Truss ID : Vol Family # : 201 Span : 1 -4-8 Quantity : 1 Top Pitch : 6/12 ==B1d(12/3/1997),v1.1__________________________________________________________________ NOTES-:-1- =Gable studs sp-aced—at 4-8—inches o--c. -- 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted PLATE OFFSETS (X=LEFTY=TOP):[J2=2.5,3], 1-4-8 1-4-8 2X4 1Aj . . . . • . . . .... gee 00 0 .. . .... .... . . .... .... ........... . . . .••••. 3X4 .... '. . . .... ...... L. HL TO PK: 1 -6-7 LEFT HEIGHT:0-0 SPAN: 1 -4-8 RISE:0-8-4 RI'GP17' HEIR :0-8--go• LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER • L D TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. ' LUMB = 1 . 33 PLATE = 1 . 33 SPACING ' 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT.BLDG R ENGINEER STATE OF LORIP �RF_D OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005083 ] =======<<<-DADS-TRUSS->>>>========= .Customer : SGC-A Wed Sep 29 08 . 55: 02 1999 Project # : 14141 -1X Truss ID : K Family # : 201 Span 6-11 -4 Quantity : 15 Top Pitch -_ 6/12 ------- ------------------------ FORCES - GRAVITY LOADS REACTIONS=SIZE-- ------- 1-2= 0 3-1= 0 1=-355 8.00 2-3= 0 3=-65 3.50 2=-291 1.50 PROVIDE FOR 130 LBS UPLIFT AT JOINT 1 (0.36) PROVIDE FOR 340 LBS UPLIFT AT JOINT 2 (1.17) PROVIDE FOR 332 LBS HORIZ. REACTION AT JOINT 1 6-11-4 _ r 6-11-4 0000.. .. ...• 0000 -. � 0000 • 4X4 . . 0000 0000 0 00 0000.. 0.000• .000 0000 • _may 0 0 0000 000000 3 • • 0000.. • 0000. 6-11-4 • 0000 0000 . . 6-11-4 00:00 L. HL TO :7- LEFT HEIGHTHT:0-8- 99- SPAN: 6-11 -4 RISE:4-2-3 RIGHT HEIGHT•4-2-3 ______---------- _______________________________________________________________ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 513 TOP CHORD: 2X6 No.2ND 19 SP TOP 30 15 BOTT 3-1 =0. 207 DOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPPACINGMEM24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.50 MI FROM SCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) q ,q PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPE THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT A EER � N .19939 -O STATE OF ,C�• EO OCT 0 4 1999 ===<<<<ACES-32 Ver. 1 . 1 »>>_______ [ 005081 ] =======«�:-DADS-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 55: 00 1999 Project # : 14141 -1X Truss ID : J5 Family # : 201 Span : 4-11 -4 Quantity : 10 Top Pitch : 6/12 ==B1d(12/3/1997),v1.1__________________________________________________________________ FORCES : GRAVITY LOADS —- — REACTIONS—SIZE 1-2= 0 3-1= 0 1=-245 8.00 ' 2-3= 0 3=-45 3.50 2=-201 1.50 PROVIDE FOR 81 LBS UPLIFT AT JOINT 1 (0.33) PROVIDE FOR 241 LBS UPLIFT AT JOINT 2 (1.20) PROVIDE FOR 241 LBS HORIZ. REACTION AT JOINT 1 4-11-4 ; 4-11-4 0000.. �. ..•. 0000 3X4 ••" ' 1 . . 0000 0000 .. 0000.. 0 s00000 . . 0000 00000. 0000 .0000. 000000 0000 . . 4-11-4 0060 ••:". 4-11-4 000000 0000' • • 55 66 44 0 00000 LEFTLHEOIGHT: 0-8-9 SPAN:4-11 -4 RI_SE: 3-2-3 RIGHT HEIGHT: 3-2.3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0. 250 TOP CHORD:2X6 No.2ND 19 SP TOP 30 15 BOTT 3-1 =0. 101 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING . 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL j p INEER to: ?lam STi;i�OF •pct- OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005082 ] =======<<„-DADS-TRUSS->>>>========= Customer SGC-A Wed Sep 29 08: 55: 01 1999 ' Project # : 14141 -1X Truss ID : J5A Family # : 201 Span : 4-11 -4 Quantity : 11 Top Pitch : 6/12 --- FORCES-GRAVITY-LOADS REACTIONS-SIZE-- -- 1=2= 0 3-1= 0 1=-245 8.00 2-3= 0 3=-45 3.50 2=-201 1.50 PROVIDE FOR 82 LBS UPLIFT AT JOINT 1 (0.33) PROVIDE FOR 242 LBS UPLIFT AT JOINT 2 (1.21) PROVIDE FOR 242 LBS HORIZ. REACTION AT JOINT 1 4-11-4 4-11-4 - ----- - --- -- --- - -- --- - - - 0000•• • • • • • • 0000 311 4 0.00 • see* go googg , 3 .... ...... .... •0.000 .0000. •... • 4-11-4 .. ' 4-11-4 •••• •00• LEFTLHEO -9 IGHT:0-8 SPAN: 4-11 -4 RISE: 3-2-3 RIGHT HEIGHT: 3-2�3 _ __________________________________________________________________ LOADING_ (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 252 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 3-1 =0. 101 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. ' LUM13 = 1 . 33 PLATE = 1 . 33 SPPACIINGM: 24 .00 in. o. c. REPETITIVE STRESSES USED NO. OF TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, A TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT --* ENGINEER rt 6711FE OF REDS OCT 041999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005080 ] =======«.<-DADE-TRUSS->>>>========= .Customer : SGC-A Wed Sep 29 08 . 54 : 59 1999 Project # : 14141 -1X Truss ID J3 Family # : 201 Span : 2-11 -4 Quantity 18 Top Pitch : 6/12 ==B1d(12/3/1997).v1.1______________________________________________________ FORCES - GRAVITY LOADS REACTIONS—SIZE 1-2= 0 3-1= 0 1=-135 8.00 2-3= 0 3=-25 3.50 2=-111 1.50 PROVIDE FOR 32 LBS UPLIFT AT JOINT 1 (0.24) PROVIDE FOR 145 LBS UPLIFT AT JOINT 2 (1.31) PROVIDE FOR 152 LBS HORIZ. REACTION AT JOINT 1 2-11-4 2-11-4 . •••• • 3X4 • f • • !•f••• !3 •,., ...... • •!f! ••••*• •••t•• t•!• • • 2-11-4 • ' 2-11-4 •••• L. HL TO : LEFT HEIGHTHT: - -9 SPAN: 2-11 -4 RISE: 2-2-3 RIGHT HEIGHT: 2-2-3 _______----------------___________________________________________-------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 . 084 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 3-1 =0 .032 DOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING . 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF (}L,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN I-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON `j ENGINEER IR wI3 STA-L:(rr siD OCT 0 41999 ===<<«ACES-32 Ver. 1 . 1 »>>_______ [ 005079 ] =======«,,<-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 54 : 58 1999 ' Project # : 14141 -1X Truss ID : J24 Family # : 201 Span : 2-4-13 Quantity : 2 Top Pitch : 6/12 -- B1d(12/3/1997),v1.1__________________________________________________________--^_---- FORCES-=-GRAVITY--LOADS - REACTIONS—SIZE- -- 1'-2= 0 3-1= 0 1=-106 8.00 2-3= 0 3=-19 3.50 2=-86 1.50 PROVIDE FOR 16 LBS UPLIFT AT JOINT 1 (0.15) PROVIDE FOR 111 LBS UPLIFT AT JOINT 2 (1.28) PROVIDE FOR 119 LBS HORIZ. REACTION AT JOINT 1 2-4-13 2-4-13 3X4 sees • • • • •• • 1 • • • • •-•—• ooes• sees • • es•• sees sees•• ••••e• • • • �� ee•e� sees •s••see •e 3 • • • s sees•• � sees sees•• sees•• sees • • 2-4-13 ..... lees else . • LEFTLHEOIGHT:0-8-9 SPAN: 2-4-13 RISE: 1 -10-15 RIGHT HEIGHT: 1 -10-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 .050 TOP CHORD:2X6 No. 2ND 19 SP TOP 30 15 BOTT 3-1 =0 .020 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS ,"Svz 6. THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT ITE7,TJt EhIG�NEER iE `E4i�,G.�y 0Y ®CT C 4 1999 ===<<«ACES-32 Ver. 1 . 1 »»_______ [ 005078 ] =======«<<-DADE-TRUSS->>>>========= .Customer : SGC-A Wed Sep 29 08 . 54 : 56 1999 Project # : 14141 -1X Truss ID : J21 Family # : 201 Span 2-11 -12 Quantity : 4 Top Pitch : 6/12 FORCES -GA AVITY LOADS REACTIONS—SIZE — -- ---—--`-- 1=2= 0 3-1= 0 1=-138 8.00 2-3= 0 3=-25 3.50 2=-113 1.50 PROVIDE FOR 29 LBS UPLIFT AT JOINT 1 (0.21) PROVIDE FOR 136 LBS UPLIFT AT JOINT 2 (1.21) PROVIDE FOR 143 LBS HORIZ. REACTION AT JOINT 1 2-11-12 2-11-12 3X4 0.00•• •�_ • ; ; 0000 ' •0•• � 0000 0000 • • .0 • 0000 • • • � e eeo• • 3 •0000• •000 00 00 •00• • 2-11-12 : • 2-11-12 00 0 L. HL TO PK: 3-4 +� LEFT HEIGHT- -8-9 SPAN: 2-11 -12 RISE: 2-2-7 RIGHT HEIG"f?2-2-7; -------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2=0 .079 TOP CHORD: 2X6 No. 2ND 19 SP TOP 30 15 BOTT 3-1 =0. 033 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP STR.INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FRO E7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) t, *��:4C�`•'_rz'_•''t�"'' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SP ,°��SStCy' �( � ,°`h THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL .A(?�§?V TE�v�.AR,•`T FER ;i STATE OF . R�,�I••��OR1Q C\,L �AED�aa OCT 0 41999 ===<<«ACES-32 Ver. 1 - 1 >>>>======= [ 005077 ] =======«<<-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 54 : 55 1999 * Project # : 14141 -1X Truss ID : J11 Family # : 201 Span : 1 -1 -13 Quantity : 2 Top Pitch : 6/12 ==B1d(12/3/1997),v1.1__________________________________________________________________ FORCES=GRAVITY-LOADS REACTIONS—SIZE — - -- -2= 0 3-1= 0 1=-37 8.00 2-3= 0 3=-7 3.50 2=-30 1.50 PROVIDE FOR 64 LBS UPLIFT AT JOINT 2 (2.12) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 1 1-1-13 3X4 •••• 3 .. o • • 1-1-13 • 1-1-13 • ...... L. HL TO PK: 1 -33-7 • LEFT HEI_GHT:0-8-9 SPAN: 1 -1 -1 3 RISE_: 1 -3-7 R>•Gi�,'1;'HEIGllf .1 _3''f;••�- —�=s- LOADING (PSF) MAX STRESSES MINIMUM GRADE dF LUMBER ;••• L D TOP 1 -2=0.010 TOP CHORD: 2X6 No.2ND 19 SP • TOP 30 15 BOTT 3-1 =0.003 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP --------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC K �$jYTP THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULTfft'^: ER 49939 STA T E OFa� e OCT 0 4 1999 -==««ACES-32 Ver. 1 . 1 »>>_______ [ 005076 ) =======<<,,�-DADE-TRUSS-»»========= Customer : SGC-A Wed Sep 29 08 . 54 : 54 1999 'Project # : 14141 -1X Truss ID : J1 Family # : 201 span : 0-11 -4 Quantity : 18 Top Pitch : 6/12 --_-_-- ==Bld(12/3/1997),v1.1_____________________________________________-------- _____— ----- FORCES—GRAVITY-LOADS—— REACTIONS—SIZE 1r2= 0 3-1= 0 1=-33 8.00 2-3= 0 3=-5 3.50 2=-21 1.50 PROVIDE FOR 67 LBS UPLIFT AT JOINT 2 (3.25) PROVIDE FOR 64 LBS HORIZ. REACTION AT JOINT 1 0-11-4 0-11-4 3X4 i� 0000.. .-.-- • ; � 0000 •.. 0000 • ;• • 0006 • 0 . ; 0000 3 6 0 .0000. 0000.. 66666• 0000 00 • 0000 0 09 6000.. 0-11-4 • 0-11-4 • 0000 6 0000.. 0000.. • • 0000 • L. HL TO PK• 1 -0-9 • LEFT HEIGHT:0-8-9 SPAN:0-1 1 -4 RISE: 1 -2-3 RYGHZ•HEIE ' 1 _2'3;••1- LOADING (PSF) MAX STRESSES MINIMUM GRADE dF LUMBER ;••• L D TOP 1 -2=0.006 TOP CHORD:2X6 No.2ND 19 SP • TOP 30 15 BOTT 3-1 =0.002 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPPACINGM: 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 20 FT,BLDG. CAT. I,EXP. CAT. C,10(7+3) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SP SI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON _-^';�LDC� ARCH OR ENGINEER STP q- OCT 0 4 1999 ===<<<<ACES-32 Ver. 005054 ] =======«,,-DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 . 54 : 29 1999 ` Project # : 14141 -1X Truss ID : CJ7 Family # : 201 ,Span : 9-9-12 Quantity : 5 ----------- Top Pitch -_ 4 _243/1 2 -_- ==61d(12/3/1997),v1.1___________________________________ ---------------- ATOP-CHORD--BOTTOM-CHORD WEBS— REACTIONS-- SIZE— - r-2=-658 4-1= 601 2-4=-654 1=-519 8.00 2-3= 0 4=-764 3.50 3-4=-390 4-10-14 9-9-12 4-10-14 4-10-14 2x4 31 2x4 2 5x5 1 • . .... . 9-9-12 •....� 9-9-12 •••••• L. HL TO PK: 10-4-14 LEFT HEIGHT:0-8-5 SPAN: 9-9-1 2 RISE:4-1 -1 5 -----Rl'CiHT�HEITw'4-1 ��••i- LOADING (PSF) MAX STRESSES MINIMUM GRADE 6F..TtJMBDR • L D TOP 2-3=0 .487 TOP CHORD: 2X6 .No. 2ND ?9'•SP TOP 30 15 BOTT 4-1 =0 . 724 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 .00 < L/360 WEBS : 2X4 No. 3 19 SP • STR.INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING M: 24 . 0 in. 0. C. REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 59 2- 3= 164 4- 1= 25 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) Ad PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON RCHIT �DR6 NEER jt STATE M OCT 0 4 1999 ==««ACES-32 Ver. 005053 ] =====_=<<,,-DADE-TRUSS-»»========= Customer : SGC-A Wed Sep 29 08 . 54 : 28 1999 Project # : 14141 -1X Truss ID : CJ5 Family # : 201 Zpan 6-11 -13 Quantity : 4 --- Top Pitch -_ 4 . 243/12 --- ==B1d(12/3/1997),v1. -- FORCES—LOAD-CASE-41 CTIONS—SIZE 1L2= 0 3-1= 0 1=-350 8.00 2=3=-262 3=-350 3.50 6-11-13 6-11-13 iX4 2 -------- ----- --- ---- - - - - ---- - -- - - - - - -- - 4X4 _ 1 MOO + ..i. •••• 3 • 6-11-13 '••••• 6-11-13 • L. HL TO PK: 7-4-14 LEFT HEIGHT:0-8-5 SPAN: 6-1 1 -1 3 RISE: 3-1 -1 5 RZ�rT HEICVT!}_1 -•�I�Se•� LOADING (PSF) MAX STRESSES MINIMUM GRADE (IF L BER... ••.•. L D TOP 1 -2=0 . 530 TOP CHORD: 2X6 N0* ND h P TOP 30 15 BOTT 3-1 =0 . 216 BOT CHORD: 2X4 •No. 2ND �P • BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 No. 3 19 SP----••••• - SPACING • 24 . 0 in. o. C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 81 3- 1= 18 2 1.33 1.33 UNIFORM 1- 2= 90 3- 1= 18 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIG •,� �5r'.•� I-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)Ctff""�� ENGINEER v -19939 �O �C c��kD ENG� OCT 0 4 1999 ===<<«ACES-32 Ver. 1 . 1 >> ______ [ 005052 ] __=====c< --DADE-TRUSS->>>>========= Customer : SGC-A Wed Sep 29 08 : 54 : 27 1999 Project # : 14141 -1X Truss ID : CJ1 Family # : special Span : 3-2-11 Quantity : 2 Top Pitch : 5. 543/12 _wB1d(12/3/1997),v1.1__________________________________________________________________ `TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIZE :1-2=0 —3=1=0 1=648-00 ------ .-3=-53 3=-64 3.50 3-2-11 3-2-11 X4 3X4 • • ° • 0000 • • • 3 •• • • 0000 0000 •••• • 3X4 % ..:. "....' ° • • 3-2-11 00 ....• 3-2-11 •.•. 0 • • • 000 • L. HL TO PK: 3-6-10 • " 0000 0"0000 LEFT HEIGHT:0-8-'7 SPAN: 3-2-11 RISE: 2-2-5 R;: H'13 HEIGHT: 2-2--5 LOADING (PSF) MAX STRESSES MINIMUM GRADE Q£"'-I-,KMBE%..°° ••""� L D ' ;,,, ,TOP- -1 -2=0.045 TOP CHORD: 2X6 •No.4*2ND 1 rSP ° TOP 30 15 -BOTT .'3-1=0.01 9 130T 2 OT CHORD:2X4 """. ND •1 SP 0000• BOTT 0 10 WEBS : 2X4 • No. 3 1 9 *SV i- STR INC • LUMB 1':3B SPACING : 24 .0 in o. c. . REPETITIVE STRESSES aNOT-YUSED�``,�'":, NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING"{ NEL(PLF)r/ JOINTS(LBS) LUMBER PLATE TYPE' Z-A �' iv 1 1.33 1.33 UNIFORM 1- 2= 38 3- 1= 9 PLATES ARE MIT EK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BgLEGi-A T OR ENGINEER RY STATE OF , OCT 0 4 1999 4 • • 00000 0•000 : •°• M • . • • • •. • •°°"� • DE LOS REYES ET'GiNEERiNG. r___ \II^ ••°•.. "". SHOP DRAWING REVIEW • 00.0 • 0000 . •••°'° • NO EXCEPTIONS TAKEN Q"� REJECTED • ' • NOTE COMMENTS • ' •••• ❑ RE-SUBMIT • 0000 ••.••� • • • • CORRECTIONS OR COMMENTS MADE ON SHOP DRAWINGS DU^° •••• • • THIS REVIEW DO NOT RELIEVE ••°°° ° CONTRACTOR FRC A COMPLYING' • ° • • 0000 ••0• REQUIREMENTS OF THE PERMIMv.D DRAWW .AND SPECIFICAT • • 0 THIS CHECK IS ONLY FOR GENERAL CONrORMANCE WITH DC: '! 609:00 CONCEPT AND GENERAL OOMPUANCIE CONTRACT DOCUMENTS.CONTRACTOR I8 EI$ONSION IN ? ' CONFIRMING AND SELECTING FABRICATION PROCESSES AND AND CHNIIQUES G,= CONSTRUCTION;COORDINATING HIS WOW WffN THAT OF Al LL 0"•',q TRADES[AND F ppq W W3K N A SAFE AND SATISFACTCR MANNER. TH'S APPROVAL REPRESENTS OM REVIEW OF THIS DOCUMEN f ONLY F TI'OSE MODIFICATIONS REQUESTED HEREIN OR IN PREVIOUS :`IS OR AS SPECIFICALLY NOTED BY CONTRACTOR IN THIS I ` + 1,,'(C-THER MODIFICATION TO THIS DRAWING BY THE t �'CLY REVIEWED MATERIAL IS°?,= ^•LLy E ({ ^D THAT ENGINEER S; )i ^y ' I�� I "RUCDl.S AUflO.�I�'i•^I• t L_ THE MCHARQ-BRANDON COMPANY Lic. Real Estate Broker 5703 S.W. 85th Street South Miami, FL 33143 Tel (305) 662-1421 Fax(305) 666-4990 man M61 To: ALL PLAN REVaEWERS From: Don Ginsburg, P-roject,Manager • Fax:. Pages: -,(including Cover) ••• Pfa�oeo : : : Date: 2/23/00 • a •••••• Ret'• P4side:Village CC: ❑ upient :❑ Fbr Review ❑ For Your Info. ❑ Please Reply •••;•• ATTPCCMED 19 AN:A' MODEL AT PARKSIDE VILLAGE THAT YOU HAVE PREVIOUSLY REAMED FOR LOT 2 / BLOCK 1. THE BUYER HAS SWITCHED TO LOT 1/BLK 1. IT ••••, IS THE IDEN'T'ICAL HOUSE, JUST A REVERSE PLAN. NO OTHER CHANGES WERE MADE. PLEASE RE-REVIEW AS QUICKLY AS POSSIBLE. i THANK YOU! (Any questions or comments I'm available at 305-216-5992) t IT I o — � •..•.• •sees• sees. • sees.. • sees • • f C . I • :• • . . • sees sees • • • sees sess e , . 0 . ? z sees. sees.. •0000• 0000 ; : • 0000 • • � f Sop ,. G o �. o4-- TYPICAL UNIT A s 1'-10'— , , — I/ TYPICAL UNIT PLAN? OPTIONS KEY PT F; SIZE SPAC M Uriopcmuscad"Everireen Giaw' 19aI 12"o.c. fop - PMOpogon japonk=Mcndo grass 1931 12"o.c. Rheo spaft=dfcWbr/Dwarf Rheo Igal IS"o.c. le Queea- lgal 18"o.c. B Allamanda nerifolia/Bush Allamanda Igal 18"o.c. Aspargus 'sp=gw'/Aspatgus fern lgal 18"o.c. Boug hME[ea dwarf lgai 18"o.c. ` fasminum volubfidWax jasmine lgal 18"o.c. C Redec Mbiscus sp./Mbiscus 3gal 3'o.c. Ixora'Naa Grams 3 g al ,....3'o.c: .. .. . . Pbdo=gnz/MWd yew 3g-d ; :.'o.c.•••••• •• • Psychottia is/Wild Coffee 3gal ,•' 3' o.c: D Allemande catharricaJAllamanda vine 3g"1 : ••.: ;•, • Tccomaria capensis/Cape Honeysuckle 3gal ' ' ,;;, • T7wrtbergia grandiflora/Sky Flower 3gal ..•• E :....: ....:. Cbamaedora seifrizii/Reed Palm 7gal :9066: '....' • Cocothrinax mimpaum 7gaI : •....• ..:•• Rhapis exceisa/I n y Palm 7gal ..... F AcctIIL Alpinia speciosa/Varigated Ginger 7gal CordIyne terminalis sp/Hawian Ti 7gal Crinurn asiaticum/Crinum Lily 7aI Zamia furfumcea?Cardboard Palm 7g-al G PaIMT Carpentaria acuminata 12'-14' Prychosperma elegans 12'-14' Wodyetia bifurcate 12'-14' R' 'ANULAR/ PERMEABLE 6� SITU SOILS. LIMEROCK )T PERMITTED. DEPTH MATERIAL SHALL BE ��\ \\ \�Y` NATIVE SOIL ELEVATIONS TYP. DRAINAGE SWALE SECTION_ J J e N.T.S. NOTE: 10' WIDE DRAINAGE SWALE NOT NEEDED WHEN 10' WIDE DRAINAGE SWALE (TYP.) ADJACENT TO DRAINAGE BERM OR DECORATIVE WALL. SEE SWALE CROSS—SECTION DETAIL IF SO, GRADE TOWARD BERM OR WALL. SEE SHEET 2 ------------------------------------i • NO DRAINAGE SWALE BETWEEN HOMES. ' AREA TO BE GRADED LEVEL BUT • • SLOPED AWAY FROM AREA. • ' • OPTIONAL i•• •� •••• •••• i POOL `••..- e...• - • • j2' OVERHANG ��—.-- �•••i• •••••• C Ln r-- OPTIONAL —� l • • o • • ' POOL r ------ • . . I e e .. 2' OVERHANG I • r •••• •e•ee• I I s • •e•e •••e•• r I ( I PROPOSED 2—STORY �• • I .•.. • I L----- - ...... I SINGLE FAMILY UNIT I••••�e . • 147� WALL W/ GATE I I ••••e• I • • 10' 16 I I I MIN. PROPOSED 2—STORY I '� SINGLE FAMILY UNIT I I - -- -- �I I I I 6 WALL W/ GATES I L I ' I I _ ——4 I I � I ----- I --- --- -� L-- - -- - -� I I TYP. LOT DRAINAGE PLAN Tf N.T.S. N.T. 1 MIAMI-DADE WATER AND SEWER DEPARTMENT PO Box 3303io,,.vara, "Iona 33233-0316• 3575 S LeJeune Road•-z, 3,15-6o5-7_'71 •Fax 305-669-777 I \ , (SERVE•CONSERVE VERIFICATION FORM - r EXPIRES ONE YEAR FROM DATE OF FORM ATLAS PAGI?:M-19 PSF INV#: INV#: DATE:January 18,2000 NAME OF OWNER: SHAW PROPERTIES(PARKSIDE VILLAGE) PROPERTY ADDRESS: 5711 SW 85 ST;5701 SW 85 ST;5710 SW 85 ST TYPE OF USAGE\NUMBER OF 3 SINGLE FAMILY RESIDENCES UNITS: PROPERTY LEGAL: L '1; T 1 LOT 1 B 2 SHAW PROPERTIES e THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DE RTMENT>mS ILL AVE A(N) INCH WATER MAIN ABUTTING THE ABOVE SUBJECT LEGALLY DESCRIBED'PROPERTY. WE Aj%j WILLING TO SERV$•I'14. SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT I:q FO SERVICE OF VfAT1:R: FACILITIES BY THE DEVELOPER GREEMENT WITH THE DEPARTMENT, ID# 145071,gt5U;ECT FO PROHIBITf(SNS* OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF W4TER SUPPI l (5A. y'W.FHDRA WAL. / •••••• SERVE CONSERVE : '•„ „ ',/ ' SIG E OF REPRESENTATIVE AUTHORIASID•STAMP ° I` EW BUSINESS C MENTS: ALL FEES DUE WITH SET METER REQUEST , .... ...... PLANS REVIEW COMMENTS: ;••••: '••••' .... .... . . THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT I WILL AVE A(N) _INCH GRAVITY/FORCE SEWER MAIN ABUTTING THE ABOVE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, ID # 114507 1 SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APIPROV'ALOF ALL SEWAGE FLOWS INTO THE DEPARTMENT=S SYSTEM MUST BE OBTAINED FROM DERM. THE &iICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE 1050 GALLONS PER DAY. SERVE CONSERVE SIGN A RE OF REPRESENTATIVE AUTHORIZED STAMP �� J�l✓c'sS NEW BUSINESS COMMENTS: DERM LETER DATED JANUARY 12,2000 #2000011211503670 PLANS REVIEW COMMENTS: CUSTOMER: DON GINSBURG REP: Queen Booker,New Business Rep PHONE: 305 662-1421 PHONE: 305-669-7701 FAX: 305-669-7699 4ge. 1 of 2 IIIIIIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII`IIIIIIIIIII'IIIIIIIIIII MIAMI-DADE COUNTY, FLORIDA 2000011211503670 MIAMI-DADE: SERM Issued Date: 12—JAN-2000 ENVIRONMENTAL RESOURCES MANAGEMENT rt . Expiration Date: 11-APR-2000 WATER AND SEWER DIVISION 33 S.W.2nd AVENUE SUITE 500 MR DONALD GINSBURG MIAMI, FLORIDA 33130-1540 THE RICHARD BRANDON COMPANY (305)372-6500 5703 SW 85 ST MIAMI, FL Fax- Tel- 305 662-1421 RE: Sewer System Treatment and Transmission Capacity Certification Dear MR GINSBURG: The Dade County Department of Environmental Resources Management (DERM) has received your application for approval of a sewer service r connection to serve the following project which is more specifically r="ascribed in the attached project summary. Project Name: PARKSIDE VILLAGE - Project Location: 5703 SW 85TH ST MIAMI Proposed Use: THREE SINGLE FAMILY RESIDENCES Previous Flow: 0 GPD Calculated Sewage Flow: 1050 GPD Sewer Utility: MIAMI DADE WATER & SEWER DEPARTMENT Receiving Pump Station: 30-0180 0000.. DERM has evaluated your request in accordance with; the tgxms arid.:: conditions set forth in Paragraph 16 C of the Firs t'.VcVtiai..Gohsent... "Decree (CASE -NO. 93-1109 CIV-MORENO) between the United States cif America and Metropolitan Dade County. DERM hereby certifies thA... " adequate treatment and transmission capacity, as hexer; defined, is available for the above described project. •• •• • . . .. 0000.. Furthermore, be advised that this approval does .no% corWitute '. ... 0000.. i Departmental approval for the proposed project. Additional reviews E and approval may be required from sections having j,risdictlq*i� oveko..: specific aspects of this project. 000000 •000•• ; . . 0000 0000. Please be aware that this certification is subject %O..Che ter.mb and: conditions set forth in the Sewer Service Connection• Affidavit filed••' by the applicant, a copy of which is hereby attached. By copy of this certification we are advising the appropiate building official . of our Department' s determination. r \ (IIII II III II III II III II III II III II III II III II III II III II III II III II III II III II III II III II III I III) age. 2 of 2 2000011211503670 ' S!", � Issued Date: 12-JAN-2000 1 Expiration Date: 11-APR-2000 2 ` Sincerely, John W. Renfrow, P.E. Director Department of Environmental Resources Management By: Vic rite E. Arrebola, P.E. Chi f, Water & Sewer Division Attache ents (2) CC : Building Official (w/Attachments) 1 Utility Official (w/Project Summary Attachment) A • • • •••• •• • •• • •••• •••• • • •• •••••• • • • •••• ••••• I`f • • FD-6LtQ,: 01-12-2000 Page: i Applicant's Name: MR DONALD GINSBURG ,,.. Applicant' s Address : 5703 SW 85 ST ` DERM Number: 2000-0112-1150-3670 Project: PARKSIDE VILLAGE 5703 SW 85TH ST r Proposed Use: THREE SINGLE FAMILY RESIDENCES Pump Station: 30 -0180 Allocated flows: 1050 (GPD) Projected NAPOT: 4 . 93 (HR) �# Folio Lot Block Flow (GPD) --- ---------------- --- ----- -------------- --- ---------------- --- ----- -------------- 1 09-4036-083-0010 1= == lu ,�711 SW�SS 350 2 09-4036-083-0020 2 1 S 7p� 350 3 09-4036-083-0030 1 2 V0 350 i s� . . . .... .. . •• a •••• •••o % • • • •• •••••• • f� a •••••• �••••� 01/24/2000 01:41 SOTOLONGO ARCHITECTS 4 3056664990 NO.221 '901 a' GUERRERO/GONZALEZ ' ENGINEERS, INC.' Mlehael C.Ouerrero,RE. ^' Muchanbcel Eng.Uc.,016236 Refeel L 0onzalez.P.E. Elec*Al Eng.Uo./111067 11420 N.Kendall Or.,SuRs 200 Mleml.Florida 33178 Tal.(305)626.6626.FAX(306)988.9077 MODEL A PARKSIDF VILLAGE SOUTH MIAMI, FL. t' COOLING LOAD CALCULATIONS: -- ----r-SUMMARY-PER-ACCA_MANUAL-"J_'- .�_ ------ --- - . CONDITIONS: ID15UZ ATTl�11: ' • • • 0000 .. 90 FDB, 79 FWBr OUTSIDE WALLS R=442.' 19 PnR. 50-60% RH, INSIDE ROOF R-30 :000:0 TRANSMISSION': w%jw4.L1--A '..a, -0 ••••' SENSIBLIT WENT- WALLS Q=AREA*FACTOR CUM. COEFF. )*TDeq) --- - 0=3319*2 . 6 8626 • • 0000 0000:. DOORS 0=63*8 . 6 542• •• • ' •••• 0000.: ROOF Q=1699*1 . 4 2379"••; : • • . �••00 0000. •000 0000' • • SOLAR: (SINGLE TINTED GLASS ) ' 0000. w 0-295*60 ' """ N 4=217*22 4??4 S 9=310*31 9610 - SE&SW Q=36"31 1836 INTERNAL HEAT GAIN: DAYLIGHT PEOPLE Q=#PEOPLE*FACTOR SEN. Q=6*300 1800 LAT. Q=6*230 1380 POWER Q=FACTOR (APPL. ) Q=1200 1200 VENTILATION: Q=#{PEOPLE*CFM*T.DIFF. *FACTOR SEN. Q=6*15*15*1 . 08 1458 Q- #PEOPLE*CFM*HU.DIFF. ' FACTOR LAT. Q=6*15*50*. 68 3672 f DUCT HEAT GAIN: J „ s Q=FACTOR(R-6)*D.LG. /100 Q=1 . 4*1500*60/100 1260 TOTALS 57188 5052 GRAND TOTAL ( SEN. *LATENT)= 62240 2000 01:41 SOTOLONGO ARCHITECTS 3056664990 NO.221 902 �i HEATING LOAD CALCULATIONS • --------------------------------- ------ =a�';s--- ----•--- e 4 CONDITIONS : ••••• 70 FDB, INSIDE HEATING LOAD, XW • 47 FDB, OUTSIDE •• e s HEATING: TRANSMISSION: • Q=AREA*FACTOR [U FACT. *TEMP DIFF] ••" ••••• : � • ooe• o•••• GLASS: Q=858*29 24 M •••• WALLS: ••••• Q=3319*4 13276 ROOF: Q=1699*. 9 1529 VENTILATION: Q=FACTOR*CFM*T.DIFF, /FACTOR —INTERNAL HEAT GAIN (L.P.A. ) SENSIBLE: Q=1 . 08*2800*. 4*23—(4300) 23521 HUM LOAD Q=FACTOR*SHD*CFM 9=. 67*10*2800* . 4 7504 DUCT HEAT LOSS Q=1 . 4*1500*60/100 1260 TOTAL 53712 OR 16 KW EQUIPMENT SIZING: BASED ON THE COOLING AND HEATING LOAD CALCS . USE 2-3 . 5 TON A/C UNITS (84, 000 BTUH TOTAL/57,400 SEN. ) WITH STRIP HEATERS OF 10 KW EACH r f ,f -FORM 60OA-97 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name MODEL A PARKSIDE VILLAGE LOT 2, Builder: RICHARD-BRANDON Address PARKSIDE VILLAGE LOT;Z Permitting Office SOUTH MIAMI City, State. SOUTH MIAMI, FL Permit Number. Owner: WESTWAY LTD. Jurisdiction Number: 233300 Climate Zone: South -� 1. New construction or existing New _ 12 Cooling systems 2 Single family or multi-family Single family — a. Central Unit Cap.42 0 kBtu/hr — 3. Number of units,if multi-family 1 _ SEER: 12.40 — 4 Number of Bedrooms 5 _ b Central Unit Cap:42.0 kBtu/hr — ,e 5 Is this a worst case? Yes _ SEER: 12 40 — 6 Conditioned floor area(W) 3394 ft2 c. N/A 7 Glass area&type _ — r a Clear-single pane 0.0 ft2 _ 13. Heating systems I n2 L� cF : ('ap 3d Q 4Rtii/hr b Clear-double pane 0.0 u _ a .Electric St Strip - - c Tint/other SC/SHGC-single pane 858.0 112 _ COP. 1.00 _ d Tint/other SC/SHGC-double pane 0.0 ft2 b Electric Strip Cap 34 0 kBtu/hr — 8 Floor types — COP 100 –. • a Slab-On-Grade Edge Insulation R=0 0,235.0(p)ft _ c N/A •••••• + b N/A — . : •sees• �. . c N/A 14 Hot water systems •• • •••• .. 9 Wall types _ a. Electric Resistance ' Cap 80 )%llons a Concrete,Int Insul,Exterior R=4.2,3169.0 W _ ;. ; • EF:0 87 see• yl b. Concrete,Int Insul,Adjacent R=4 2, 150 0 ft2 — b.N/A : •. : ' c N/A — — d.N/A — c. Conservation credits •••• • — s. e N/A (HR-Heat recovery,Solar • :*so . sees sees.. 10. Ceiling types — DHP-Dedicated heat pump) '• • • • a. Under Attic R=30.0, 1699.0 ft2 15. HVAC credits • 0000 0T000e b N/A _ (CF-Ceiling fan,CV-Cross ventilat"... '•••s• • c. N/A HF-Whole house fan, : 00000 .•.• 11. Ducts _ PT-Programmable Thermostat, sees ' e • a. Sup:Unc. Ret:Con. AH:Interior Sup.R=6.0,32.0 ft — RB-Attic radiant barrier, • sees • b. Sup.Con. Ret.Unc. AH:Interior Sup.R=6 0,32 0 ft MZ-C-Multizone cooling, MZ-H-Multizone heating) _ Glass/Floor Area: 0.25 Total as-built points: 43474.00 PASS Total base points: 51232.00 I hereby certify that the plans and-spedh ionl,'6 red Review of the plans and 4 iKEST9r b this calculation are in com liance, -the 'daj �'&'- specifications covered b this Energy Code p`I?' � 8, s� calculation indicates compliance , 1 with the Florida Energy Code. d1p PREPARED BY: ' .�, ~�� • �: a o r,° '` t�.Before construction is completed a DATE: i1this.building will be inspected for hereby certify that this building s signe ;;fsf,in'.•r mpliance with Section 553 908 j'I'e compliance with the Florid a;E C© �� - Florida Statutes. OWNER/AGENT: �,d` r,. �... Y��r' =a UILDING OFFICIAL: DATE: DATE: EnergyGauge®(Version. FLRCNA-200) FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3394.0 53.20 32502.6 Single,SC=O 70 W 20 30 150 4419 066 4398 Single,SC=O 70 W 70 170 460 4419 081 16394 Single,SC=O 70 W 70 90 480 4419 062 13163 Single,SC=O 70 W 70 70 300 4419 056 7453 Single,SC=O 70 W 50 90 480 4419 072 15179 Single,SC=O 70 W 60 160 300 4419 083 10957 Single,SC=O 70 E 20 180 540 4961 099 2bb1 3 Single,SC=O 70 E 20 60 600 4961 086 25583 Single,SC=O 70 E 90 90 800 4961 053 21150 Single,SC=O 70 E 20 70 360 4961 089 158$-3 •• •.•so* Single,SC=O 70 E 90 100 800 049 EA 056 ••• 221 Z ► Single,SC=O 70 NE 20 70 180 •3,4.22•• 0 90•••• 55118*• • Single,SC=O 70 SE 20 70 180 95039 0$6 • 7813 • Single,SC=O 70 N 20 150 60 •21 43 . 0 49"" 127,2. • Single,SC=O 70 N 20 60 300 121043 090 • 584 6 Single,SC=O 70 N 20 30 50 '21 :31: 018• •• 84 1 Single,SC=O 70 N 20 170 300 •21 43 ON " 638.1• • ~ Single,SC=O 70 N 20 150 60 -21 43. 0 99:'•' 1272 . Single,SC=O 70 N 220 170 150 •J1 4:• AV*•* 21.9.6 • Single,SC=O 70 N 41 0 190 400 .21 43 0 Q.•• 536 0004• Single,SC=070 N 410 70 36.0 .21,430 0%... 4EJ15 Single,SC=O 70 S 360 170 150 :41 82 044o.. 27.8.$ Single,SC=O 70 S 20 40 180 4T 62 0 6r7•••• 5064 Single,SC=O 70 S 20 70 300 '41 82 084 10490• • Single,SC=O 70 S 20 170 640 41 82 099 26e2 1 As-Built Total: 858.0 26508.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points -Adajcent 1500 10 1500 Concrete, Int Insul,Exterior 42 31690 228 72253 Exterior 31690 270 85563 Concrete, Int Insul,Adjacent 42, 1500 1.18 1770 Base Total: 3319.0 8706.3 As-Built Total: 3319:0 7402.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 21 0 260 546 Exterior Wood 320 940 3008 Exterior 520 640 3328 Exterior Wood 200 940 1880 Adjacent Wood 21 0 380 798 Base Total: 73.0 387.4 As-Built Total: 73.0 568.6 EnergyGauge®DCA Form 600A-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT# BASE AS-BUILT CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 16990 080 13592 Under Attic 300 16990 080 13592 Base Total: 1699.0 1359.2 As-Built Total: 1699.0 1359.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235 0(p) -200 -47000 Slab-On-Grade Edge Insulation 00 235 0(p) -2000 -47000 Raised 00 000 00 Base Total: -4700.0 As-Built Total: -4700.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 33940 1879 637733 33940 1879 63773.3 •••••• o Summer Base Points: 102028.7 Summer As-Built Points: to.%q '..., 4911.y. .• Total Summer X System = Cooling Total X Cap X Duct X Syste:q X ; Cre&• •'Cooling. •' Points Multiplier Points Component Ratio Multiplier Multiplier. Multiplier• Points 94911 7 0 500 0 949 0 275 1 0(j) '..-12385,%.. • 94911 7 0 500 0 949 0 27 5•••. 1 000 o...12385 6 . 102028.7 0.3560 36322.2 94911.7 1.00 0.949 0.27a 0 1.060;• 2477103-:-. • .... ...... ...... .... . . • .... .... . . EnergyGaugeTm DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details •`J ADDRESS PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points 18 3394.0 2.02 1236.8 Single,SC=O 70 W 20 30 150 473 1 02 721 Single,SC=O 70 W 70 170 460 473 1 00 2181 Single,SC=O 70 W 70 90 480 473 1 02 231 7 Single,SC=O 70 W 70 70 300 4.73 1 03 1456 Single,SC=O 70 W 50 90 480 473 1 01 2293 Single,SC=O 70 W 60 160 300 473 1 00 1421 Single,SC=O 70 E 20 180 540 423 1 01 230 5 Single,SC=O 70 E 20 60 600 423 1 03 261 3 Single,SC=O 70 E 90 90 800 423 1 11 3761 Single,SC=O 70 E 20 70 360 423 1 03 15602 • Single,SC=O 70 E 90 100 800 :�d7�: 1 10 37:1 6 • • • ••. • Single,SC=O 70 NE 20 70 180 • 4 90• 1 a8 88.1• Single,SC=O 70 SE 20 70 180 • ;88 1 0;*** 73•d •• • Single,SC=O 70 N 20 150 60 • 5 05. 1 p.••• 302 •• Single,SC=O 70 N 20 60 300 :*S05: 0 99 . 1,1 5 Single,SC=O 70 N 20 30 50 • 5;5: 04W . 246 Single,SC=O 70 N 20 170 300 505 1 00 •• 151•i. Single,SC=O 70 N 20 150 60 .05 t5. 1 00;.00 3029 Single,SC=O 70 N 220 170 150 5 05: 019 •' >'21• • Single,SC=O 70 N 41 0 190 400 • 505 095 1C2 2 Single,SC=O 70 N 41 0 70 360 ..5 A7. 0695 • 1�� • Single,SC=O 70 S 360 17.0 150 : 4 06; 113. 2 Single,SC=O 70 S 20 40 180 •-4" 1.13.•' 827 Single,SC=O 70 S 20 70 300 • 406 1 03 12574 Single,SC=O 70 S 20 170 640 406 099 268 3 As-Built Total: 858.0 3972.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points �Adajcent 1500 05 750 Concrete, Int Insul, Exterior 42 31690 1 02 32324 -Exterior 31690 060 1901 4 Concrete,Int Insul,Adjacent 42 1500 044 660 Base Total: 3319.0 1976.4 As-Built Total: 3319.0 3298.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 21 0 1 30 273 Exterior Wood 320 280 896 Exterior 520 1 80 936 Exterior Wood 200 280 560 Adjacent Wood 21 0 1 90 399 Base Total: 73.0 120.9 As-Built Total: 73.0 185.5 EnergyGauge®DCA Form 600A-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 ' WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Under Attic 16990 010 1699 Under Attic 300 16990 010 1699 Base Total: 1699.0 169.9 As-Built Total: 1699.0 169.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 235 0(p) -2.1 -4935 Slab-On-Grade Edge Insulation 00 235 0(p) -2 10 -4935 Raised 00 000 00 Base Total: -493.5 As-Built Total: 493.5 Y -INFILTRATION Area X BWPM = Points Area X WPM = Points 33940 -006 -2036 33940 -006 -2036 0000•. • . • Winter Base Points: 2806.8 Winter As-Built Points: '....'6929,3. Heati Total Winter X System = Heating Total X Cap X Duct X Systgp X• Cre;iT rack. Points Multiplier Points Component Ratio Multiplier Multippet. :Multiplier- Points 69293 0 500 0 970 1 000 1 OF'... 3360,%,, 69293 0 500 0 970 1 0000•••. 1 000.... 3360 7 . 2806.8 1.0900 3059.4 6929.3 1.00 0.970 1.000 1.00'0• 672t.+4r• • • . • .6000. 0000.. 0000 . . • • 0000 0000. • 0000 0 0000 . . 0 • .0 0 0 EnergyGaugeTA° DCA Form 60OA-97 EnergyGauge®/FIaRES'97 FLRCNA-200 FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 237000 118500 800 087 5 1 00 239623 1 00 11981 1 As-Built Total: 11981.1 CODE COMPLIANCE STATUS BASE AS-BUILT . . Cooling + Heating + Hot Water = Total Cooling + Heating + ..HQLWater = Total; ; Points Points Points Points Points Points 041ts .... Pointl.. ; i 36322.2 3059.4 11850.0 51231.7 24771.3 6721.4 11981.1. 43473.8 ; 0000.. . • .. 0000.. PASS 0000 0000 . . . 0000 0000.. . . .... ...... 0000 0000.. 0000 . . OI ZfiE ST9T8 ; ; 0000. 0000.• • V = _ O 0000 0000 • • ''. __ • fij viii = �\� ` • *be** mn a • � � a 1�COD wE�v�� EnergyGaugeT"" DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 Summary Energy Code Results Residential Whole Building Performance Method A WESTWAY LTD. Project Title: Class 3 Rating PARKSIDE VILLAGE LOT 7 MODEL A PARKSIDE VILLAGE LOT 7 Registration No. 0 SOUTH MIAMI, FL Climate: South 6/22/99 Building Loads Base As-Built Summer: 1 .0203E5 poir b0ummer: 94912 points Winter: 2807 points Winter: 6929 points Hot Water: 10428 points Hot Water: 10428 points s e ••s06• • s • Total: 115264 pointq Total: 1122§9:points .. ••6. ...... • • • s 0066 n • • • • Energy Use " ••. • . 6 • s Base As-Built :. Cooling: 36322 points Cooling: 24771*pb5nts::: ...00 000000 goo&00 • . Heating: 3059 points Heating: 6721 points Hot Water: 11850 points Hot Water: 11981 points Total: 51232 points Total: 43474 points PASS e-Ratio: 0.85 EnergyGauge®(Version FLRCNA-200) FORM 60OA-97 �} Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS' PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, PERMIT#- 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606 1 ABC 1 1 Maximum-3 cfm/sq ft window area; 5 cfm/sq ft door area Exterior&Adjacent Walls 6061 ABC 1 2 1 Caulk,gasket,weatherstrip or seal between*windows/doors&frames,surrounding wall, foundation&wall sole or sill plate,joints between exterior wall panels at corners;utility penetrations;between wall panels&top/bottom plates;between walls and floor EXCEPTION Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate Floors 6061 ABC 1 2 2 Penetrations/openings>1/8"sealed unless backed by truss or joint members EXCEPTION Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter,penetrations and seams Ceilings 6061 ABC 1 2 3 Between walls&ceilings,penetrations of ceding plane of top floor,around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier,gaps in gyp board&top plate, attic access EXCEPTION Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and seams Recessed Lighting Fixtures 606 1 ABC 1 2 4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation,or Type IC rated with<2 0 cfm from •� conditioned space,tested •••••• ' ' Multi-story Houses 606 1 ABC 1 2 5 Air barrier on perimeter of floor cavity between floors • • ••.+ • Additional Infiltration reqts 6061 ABC 1 3 Exhaust fans vented to outdoors,dampers;combustion space MWets comply wftk NFPA, ...e have combustion air • • • • • : •• • °°+• .6A-22 OTHER PRESCRIPTIVE MEASURES-(must be met or exceeded b all residences. • ' COMPONENTS SECTION REQUIREMENTS a CHECK Water Heaters 6121 Comply with efficiency requirements in Table 6-12 Switch or clparLy marked circVJ• • breaker electric or cutoff as must be provided External orludt-in�eat tr _squired --t- Swimming Pools&Spas 6121 Spas&heated pools must have covers(except solar heated) Non-vommercial pools • must have a pump timer Gas spa&pool heaters must have a minimum themVA°•• : � „ efficiency of 78% ""'° ••'• • • Shower heads 6121 Water flow must be restricted to no more than 2 5 gallons per.'mmute't 80 P.91111•' • + Air Distribution Systems 6101 All ducts,fittings,mechanical equipment and plenum chambers shall be mechtnitglly attached,sealed,insulated,and installed in accordance with the criteria of Section 610 Ducts in unconditioned attics R-6 min insulation. HVAC Controls 6071 Separate readily accessible manual or automatic thermostat for each system Insulation 604 1,602 1 Ceilings-Min R-19 Common walls-Frame R-11 or CBS R-3 both sides Common ceding&floors R-11 n EnergyGaugeT"I DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 ENERGY PERFORMANCE LEVEL (EPL) •4 DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* =85.8 The higher the score,the more efficient the home. WESTWAY LTD., PARKSIDE VILLAGE LOT 7, SOUTH MIAMI, FL, 1 New construction or existing New — 12. Cooling systems 2 Single family or multi-family Single family — a. Central Unit Cap 42 0 kBtu/hr — .' 3. Number of units,if multi-family 1 — SEER: 12.40 — 4 Number of Bedrooms 5 _ b. Central Unit Cap 42.0 kBtu/hr — 5 Is this a worst case? Yes — SEER: 12 40 — 6 Conditioned floor area(ft') 3394 ft' c N/A — 7. Glass area&type a Clear-single pane 0 0 ft' — 13. Heating systems b Clear-double pane 0.0 ft' — a. Electric Strip Cap-34 0 kBtu/hr — c Tint/other SC/SHGC-single pane 858 0 ft' — COP. 100 _ - d Tint/other SC/SHGC-double pane 0 0 ft2 b Electric Strip Cap:34 0 kBtu/hr — 8. Floor types _ COP. 1.00 — a Slab-On-Grade Edge Insulation R=0.0,235.0(p)ft — c. N/A • • b N/A • • + ` • • — • • • e•4• •• • c N/A 14 Hot water systems • • • • • 9 Wall types _ a Electric Resistance • Cap:80 0 gallons • e a Concrete,Int Insul,Exterior R=4 2,3169 0 ft2 — •••EF 0.87 : b Concrete,Int Insul,Adjacent R=4.2, 150.0 W N/A •e . e e e e c N/A — 0 �•0 •• e — d N/A — c Conservation credits • : 'e e• •H 0.0 e N/A (HR-Heat recovery,Solar 0000 e•e• • 10 Ceiling types — DHP-Dedicated heat pump) ••:• e e••:• a Under Attic R=30 0, 1699 0 ft' — 15. HVAC credits • • . •— e b N/A — (CF-Ceiling fan,CV-Cross ventilttion, 0••••• :•••e c N/A HF-Whole house fan, •••• •••• • i 11. Ducts — PT-Programmable Thermostat, ••••• ••0••0 a. Sup.Unc Ret:Con. AH•Interior Sup.R=6.0,32.0 ft — RB-Attic radiant barrier, •••' 0900 9 0 b Sup:Con. Ret Unc. AH.Interior Sup R=6 0,32 0 ft MZ-C-Multizone cooling, 00006 MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building -Construction through the above energy saving features which will be installed(or exceeded) oITHE ST,gT� in this home before final inspection. Otherwise,a new EPL Display Card will be completed ]based on installed Code compliant features. /fill y um .Builder Signature: Date: a R Address of New Home- City/FL Zip: l�CpD WF *NOTE The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating If your score is 80 or greater(or 86 for a US EPA/DOE EnergyStarT"designation), your home may qualify for energy efficiency mortgage(EEM) incentives ifyou obtain a Florida Energy Gauge Rating Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at www fsec ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. i EnergyGauge®(Version- FLRCNA-200) 1 i . JOB DE LOS REYES ENGINEERING SHEET NO ^� OF 7184 S.W. 47th St. CALCULATED BY 1'7YL1�— DATE/ MIAMI, FLORIDA 33155 `'j (305) 665-2778 * CHECKED BY DAT SCALE 1 2 ] 1 5 6 2 6 1 .. Fj� \ 2 J 5 6 1 6 �11 2�]r _./5 1 1f()�6 1 1 i r s "Tl'1 pRfDA g(�D�. CODES 19q4 " A5cG ; -7-`q M I►-�. 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PrG GA-V-4�1;5, M1-PPL-r- COL •..•.' .. • P� s °11)Ilti�h ca : : .•.. ••• •. . . .... ... . .... .... . . 3 • 3 G�`� Lh� )(7,5 ,1�4�1z/`�'��( 1 '(� d•:�tg�� 3`SAg� Gt1PG VP r✓IPT S Tit �- �a , . �,r ' nnr,� r r� J, !, °) 3. 8 z /� 7 76 LA I 01A _ Nwv�-3465-}- �� I9 �3'L•�,J-�ti)�lo4�X�� 4� �,',��;,,.,� F �-' �''`� °','�' �`�� ,S, q.ti �,v •a�4 - .�/ ( C) t-ed LCAD N EIyW�r x�J 'r ATE:"= PL CMJ PO (4)�10.4��(4p)-i )(9.3a�(9a) .��li.�a)(I ds.ss)ks,3�l (k,-)4 --j)( e)`61 )ioo o'�r��, W� �°(��'am. 'r 3 S JOb �- DE LOS REYES ENGINEERING SHEET NO of 7344 S.W. 48th St. Suite #104 CALCULATED BY DATE MIAMI, FLORIDA 33155 (305) 665-2778 CHECKED BY DATE SCALE 2 J 1 5 E i B 1 2 7 4 - 6 b 1 _ 3 _ t r 2 1 Q v �,� ti 4ti)�ISO (a.58)4- (D ati) (6. -8)106 • loo) � �� ll�1a�Q�1 4) �' 'L' �640�� -fl,,.¢�-�6•S�)�7Sr?-� , S .• • . .. .. • • ie a . .. Af . . .... ...... v3) (!Ro 11.1), 115 0);( i%.5)�'4'A -l-'-V 3),lam'�'�°� — �/ 69 4 may 1 �'1��i,,��P 1 &,.l�h are ` 1,• a,_,4 14-Burr - ., r _ ,_ - � - s ,o ._ _ � .. ., „� �7��.,� `'g �/ 1"V 'AL �)I•'t.,�l: 'JC,..�n,� . . REF.::i.'%i,: INTRASOFT :'MONOFOOT - Monolithic Slab Footing Design Version 2.0 - C5.1 - 04/14/94 4 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 r User #940171 DE LOS REYES ENGINEERING INC MIAMI FL 33155 Input data filename: pval DATE: 9-29-1998 TIME: 0:42:58 JOB: PARSIDE VILLAGE. WALL FTG. SUPPORTING TRUSSES OVER GARAGE. *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16.00 inches WD 1005.0 plf QA 3000.0 psf BMAX 16.00 WL 365.0 plf FC 2.5 ksi WID 8.00 UD .0 psf FY 60.0 ksi D 16.00 " T 4.00 *BAR SIZES* B2 12.00 " LBAR # 5 TBAR # 4 DP 1 00 .inches ,• ••• B3MAX .00 SPAMIN 4.00 inches SPAMAX 18.00 inches i•�i•: Note: Transverse reinforcing - Use mesh as required by local code • • *RESULTS* •• • B 16 inches PTOT 1746 plf BARS AND SPACING . ••. •• • B2 12 QEXT 2418 psf 3 # 5 #0 @ 0 • • �••� •••••• B3 0 QINT 200 psf •••• •••• •• Iv`�' • End of MONOFOOT � • • • • • • • •••• ••••• Elapsed Time: 0 min 0 sec • • • • • • ,t•. # . ilk � �l��,r•, 3.3'��1;t �z •` I�f r p A Y S 1'v i INTRASOFT MONOFOOT - Monolithic Slab Footing Design Version 2.0 - C5.1 - 04/14/94 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407),394-4257 User #940171 DE LOS REYES ENGINEERING INC MIAMI FL 33155 Input data filename: pva2 DATE: 9-29-1998 TIME: 0:44: 5 JOB: PARKSIDE VILLAGE. WALL FTG. AT FRONT ENTRY WALL. *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 20.00 inches WD 2351 .0 plf QA 3000.0 psf BMAX 24.00 WL 927.0 plf FC 2.5 ksi WID 8.00 " UD .0 psf FY 60.0 ksL D 12.00 " T 4.00 *BAR SIZES* B2 8.00 " LBAR # 5 TBAR # 4 DP 1 .00 inches •• ••• B3MAX240.00 " SPAMIN 4.00 inches SPAMAX 18.00 inches :••i•i : : i *RESULTS* •• • •••• •••••• B 20 inches PTOT 3866 plf BARS AND SPACING • • • • B2 8 QEXT 2971 psf 2 # 5 #4 @ 18 �•• : • • B3 71 QINT 1667 psf • • • - N • End of MONOFOOT •r •••• • Elapsed Time: 0 min 0 sec •••••• :••••i S I AT F P i � INTRASOFT : MONOFOOT - Monolithic Slab Footing Design (� Version 2.0 - C5.1 - 04/14/94 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User #940171 DE LOS REYES ENGINEERING INC MIAMI FL 33155 Input data filename: pva3 DATE: 9-29-1998 TIME: 0:44:50 Pow JOB: PARKSIDE VILLAGE. BMW SIDE WALL FTG. *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 20.00 inches WD 1643.0 plf QA 3000.0 psf BMAX 20.00 WL 375.0 plf FC 2.5 ksi wrn 8.00 " UD .0 psf FY 60.0 ksi D 16.00 " T 4.00 " *BAR SIZES* B2 12.00 " LBAR # 5 TBAR # 4 DP 1 .00 inches • • B3MAX260.00 " SPAMIN 4.00 inches SPAMAX 18.00 inches '°•••• • • ° • • • •••• •• • • • • • *RESULTS* •• • •••• •°°•°• B 20 inches PTOT 2530 plf BARS AND SPACING •••••• • • B2 12 QEXT 2976 psf 3 # 5 #4 @ 18 °• ° B3 18 QINT 60 psf q ° °•; •• • �'e S • . • End of MONOFOOT r •••• •••• •• • •••• •••••• Elapsed Time: 0 min 0 sec . • • • • • •••• ••••• ��'.Y� yJY qai•V�.. Y l Cq +4+}��• r�" N 1t�G3� �v� ��2 4, I,i ATE A E-, 6 d '"7 y- ", ,xp r 13 _ INTRASOFT : MONOFOOT - Monolithic Slab Footing Design Version 2.0 - C5.1 - 04/14/94 _ Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) ,394-4257 User #940171 DE LOS REYES ENGINEERING INC MIAMI FL 33155 Input data filename: pva4 DATE: 9-29-1998 TIME: 0:45:46 JOB: PARKSIDE VILLAGE. COL. FTG. @ GARAGE MID COL. ` *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 36.00 inches WD 2355.0 plf QA 3000.0 psf BMAX 36.00 WL 1116.0 plf FC 2.5 ksi WID 8.00 rm n psf FY 60.0 ks D 16.00 " T 4.00 " *BAR SIZES* B2 12.00 LBAR # 5 TBAR # 4 DP 1 .00 inches • • • B3MAX240.00 " SPAMIN 4.00 inches SPAMAX 12.00 inches • • • • • • • • • •••• •• • •• • •••• •••• *RESULTS* • • •••••• • • _ B 36 inches PTOT 4459 plf BARS AND SPACING • • • •••• B2 12 QEXT 2955 psf 4 # 5 #4 @ 12 i•• i • • B3 73 QINT 17 psf ••i •• • • • • •• •••••• End of MONOFOOT •••• •••• • • • •••• •••••• Elapsed Time: 0 min 0 sec • • • • 'T . ��. ••••• of r �r INTRASOFT : MONOFOOT - Monolithic Slab Footing Design Version 2.0 - C5.1 — 04/14/94 < Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407),394-4257 User #940171 DE LOS REYES ENGINEERING INC MIAMI FL 33155 Input data filename: pva5 DATE: 9-29-1998 TIME: 0:54:34 JOB: PARKSIDE VILLAGE. SIDE WALL FTG. *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 20.00 inches WD 2083.0 plf QA 3000.0 psf BMAX 20.00 WL 570.0 plf FC 2.5 ksi WID 8.00 UD .0 psf FY 60.0 ksi D 16.00 " T 4.00 " *BAR SIZES* B2 12.00 " LBAR # 5 TBAR # 4 DP 1 .00 inches •� •�• B3MAX260.00 " SPAMIN 4.00 inches SPAMAX 18.00 inches • • • • • • • • • •••• •• • •• • •••• •••• *RESULTS* • • B 20 inches PTOT 3281 plf BARS AND SPACING • • ��•� �••••• B2 12 QEXT 2974 psf 3 # 5 #4 @ 18 ••• • • B3 47 QINT 962 psf • �•• •• • End of MONOFOOT •y.• ••" •• X ...... . 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" I . . •... `•• a„ .3n • ..:. .... ' J � 3 ... • • • s us J �v�crL`^a� .��t +'1 1�1 ��"°' W 7 1 y I 1/vN ( 71T10 W I)�1 ae• see* • Q�F fl Lid Dl S� S h on �.T"C-6 j > !•s D M ET�►-v� r�� o00 -ll co CM I-st T)lW ►�F wa CAVA-n•,r,� > . �I ,.;14.4-�(1.3a��1.o)(a,`� .Bbc,,,� D,,TD- � �'2-.�S" o►� z - -C L�•Y._ CD s I.33 2 ail z IBC°I.�a�(t-�j(r:o) Coe -- oPPCfi 4 }8 Spo,Gtr�G 6C'f� 8�-� !�' ( •az4D a�•� 1��' �-�. ID�51�+ � . gip- �0--)A `cow. r s�•� 6� CV w'j (L�o f 191�?s 313a ! 0�.0 r�( ' h�C b So• PI PMti Nflzf T4rC-- 4-D 3yZp� . , L6� jf�� f•° �' d + A9v o � 0: L e' qS.D W NA �.� 8 �. ; �. �e„� ?' ,l•Q� $•8�) S:a3 l0'6 _f,, a d( aS;S� ;, ka-L;.� <-so ce �n + Zvi i Z Cl vim- \_ C PRODUCT207' • JOB P^,r��l V I VLP5111i / MaDEI�� A DE LOS REYES ENGINEERING SHEET NO 2 OF 7184 S.W. 47th St. /q/ MIAMI, FLORIDA 33155 CALCULATED BY l� DATE. �9� (305) 665-2778 CHECKED BY DATE SCALE �c �� C M z SLS f+o.gsxcJ. q I� �S� C� GH VL � z o. 8 . $�S � Q��tS 0.8� o .8 Fc= Cp � � z o• SbC �S�� - 3gI . aP� �7 �.•';'; .... . . Fj� 6 s�. P�Ott •1.., o Ic.. :...:. G L� 'JL��arJ c- /�f?sZITY O¢ c„�� ' •. :••..� .... . O - *r�31�•.��,1�LTz -�- � I� z 11 S7 I--O� ; ... c�ln�.. • Nor �1e►-'zs�-� �ar..��• ��6�(-�..5�v��'') ... � �r�� ; . .. z 24 3 I Nti z•�� ...:•.ass, Z• •• ASS" • � 1C �- �5) y ��• � P� L.6b1.6 ' - C�7c�� " ?7-c•�- 'z-- o w 13 1 OR I � . 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G A .... • c, 'wj Ty 5`�'� z I�I s B i.ens a •:�-.... +�.. • so • 2 •Y ... . • ° owes • • �k3E 7`0 .•••. ...• o 5 4' ' ()1/b-�lT(L?sC.r't .•t e • h o ` Mh, ,� w �� j �,• p��I�I.J yysT,*", x-74 5 o.;s 5 4� rr;,QJvLO�r u� nQ..� l 2�6j. 1 V �('J1`Y�A�'G ,{j� : s a ♦1 er^`;1�� Y[ -� ,��pp�'•,1, 'd �F/f ,�� x � ( • - ,. . ., - .. - _ a. ., . r - . r e •. - - .. /� � ..-a _ . .. � _ •, ., � a _ ry ., ., e � m _ .. C PRODUCT 207 ` JOB DE LOS REYES ENGINEERING SHEET NO 'I�d' OF 7184 S.W. 47th St. MIAMI, FLORIDA 33155 CALCULATED BY DATE I�/9/ 00 (305) 665-2778 CHECKED BY DATE SCALE P s (31. 4 (�. �,��J (o.-�� — 3 1.�(_0.�) •� ��. 9 ,�. (o.0 — 3 1,g(0.-N6) z I I . L P-w --► fio-f,0v 2ND ��.a�ti (-39-9 fi►'t. 2`� I°�-3 y•�¢Ll (S I-C-NG,T*6- �P- IN Pf� T`0 1J'P9'7 L--e D-7 PI-7.4 -ts L.y to .I- 3.S 3a.S �,o S . �' a ` 'c •`I Iojl. L • S 13`-0-�- C,OPT c� � �a_�c�N N �;•4.4•�1 ��; • . �3.Yt • •• LX o -- • • • • r I� > � W�� ,2s�f1�•-� To c,or�Ysc.c�4..� I w Zp ,O��f 1 Ll /g ti der oc=q- Afwv»Jn-� z �L) 40 A °-max( pl A5 ,AFL i'1 C91°1, A :T �"�.;% ,Q - � _ _ � _ �. � ., r .� � � _ •'`j e •��, lap d.\�"�`. C PRODUCT 207 i JOB • DE LOS REYES ENGINEERING SHEET NO 2 OF 7184 S.W. 47th St. MIAMI, FLORIDA 33155 CALCULATED BY DATE (305) 665-2778 CHECKED BY DATE SCALE J 5 ��'- c� N��a� � G�C� �,-�o�o cam,.. -�•o �,.,c. SIo � I4 z-�l�" rtrn� &:z,-TT OD. a -. 1 11 V5 F-ry • p = 31. 4 z..$7 -'OD z dt '0 . ► • •••• ti Nf'T w1r-v UFUPC z —cp. I �� ti_d'o.I { i �. •• • • W I•-'fl t�-tc�tJ,a .... • P I V�17Yr9 R-/,r. ar- Of- LA(, s C-R-� wJ 4" .. 7 f r .... (� zo• �s I �aa (4-)j �fa�) -z-- 2a�s l • c. � 0K- r'R'v. &0 L -r 5 I / GhQtsc l TI/$1 = CI (�/)C'3 s S 2 6 Ar_ S 1/d.N ; 'fu I'/v" Cj4 01 S r. : ¢-x' iL _2 N G,�N�-��.�fla� of 4>0 11� 0•n . T-y �o �o� w�-. z k-�1�*'•0 Q P ?-I-z 80. 1 t o�'•,�7�. ;I Pte'` j 4, t"?,��w��.� C PRODUCT 207 ' JOB DE LOS REYES ENGINEERING SHEET NO OF 7184 S.W. 47th St. O MIAMI, FLORIDA 33155 CALCULATED BY DATES 7 j-::2- (305) 665-2778 CHECKED BY DATE SCALE ilk'' �r'�C�("lo.,.� •pis- 4,fi/ti -,� _ t, W(aAGO g�fCv Z �D z 4(. �vS� Iry > 611✓" ,� z �L cc) Gr, Ci, G��5e7 0000.. 0000 .. iso 6 0000 IS 7 �� •• ' - .. 0000 . 0000 9999 • 5 k eaP 8 vt e�y z �wzf d- I sro1 r1. ►'�- ; ; . .. 0000 999. ►.�- w» �.�� c��t�' � z �.� � 3 �,� �� •0000' 0 0 0 9 0 0 „0 0 . . • • b s • ' r yy,,��qq ,� pW 9++i•� • 1•„t4f C PRODUCT 207 F FLEXURE 2.1—Coefficients for design of rectangular beams with tension L reinforcement only, P = 3000 psi : E X Reference: ACI 318-89 Sections 9 3 2, 10.2, and 10 3 1-10 3 3 and ACI 318R-89 Section 10 3 1 4 U WM M � c/d= 1.18(w/R,) R = K„F, ft-kips E where K. ° ° c� a/d= (3,(c/d) _ �/� wJ R, = 0 85 d d 2.1 NAA -— In w = Pf, � = 0.90, s T (a/2d) = 1 — 0.59w and F = bdZ/12,000 (from FLEX- URE 6) Also (�M„ = A,da"(A,in sq in ) where a„ _ 4if j,/12,000 3000 =40,000 f =50,000 j =60,000 a" P a P' a„ c/d a/d 0 020 53 0.0015 2 96 00012 3 71 0 0010 4 45 0 028 0 024 0 988 0 030 80 00023 2 95 00018 3 68 00015 4 42 0 0d0 105 00030 2 93 00024 0042 0035 0 982 • • 0 050 131 00038 2 91 00030 3 64 0 0020 4 39 0 056 0 047 0 976 ` • • • • 0 060 156 0 0045 2 89 00036 00025 4 37 0069 00069• 0 971 • • 3 62 0 0030 4 34 0 083 +0 071 • 0 965 ••+' •• 0 070 181 00053 2 88 00042 3 60 0 080 206 0 0035 4 31 0 097 0.0783 0 959. • • 0.0060 2 86 00048 3 57 00040 4 29 0 111 0 094 :•+"' 0 090 230 00068 2 84 0 0054 3 55 0 953 ••+• ` 0 0045 4 26 0 125 4 X06 0 947 0.100 254 0.0075 2 82 00060 3 53 00050 4 23 0 139 S I td� 0 941 • 0.110 278 00083 2 81 00066 3 51 00055 4 21 0 153 4130 •• 0935:'• •• 0 120 301 00090 2 79 00072 3 48 00060 4 18 0 167 0 I4 j•• 0 929 •.•• ? 0 130 324 • 0.0098 2 77 00078 3 46 00065 4 15 0 180 • 0.153 0923 0140 347 00105 275 00084 •�:• •••••• • 344 00070 4 13 0 194 0165 :0 917 0.150 369 • � 0 0113 2 73 00090 3 42 0 0075 4 10 0208 0 117 • • 0 160 391 00120 2 72 • 0 912 • 0 0096 3 40 00080 4 08 0 222 0.189 0906 •"� ��••• 0 170 413 00128 2 70 00102 3 37 00085 4 05 0 236 0'�Ol ;0 900 .••• 0180 434 ••••• 0 0135 2 68 0 0108 3 35 00090 4 02 0 250 0 112 00 894 • • 0 190 455 00143 2 66 00114 3 33 00095 4 00 0221 '•• • • 0200 476 00150 2 65 0 0120 3 31 0 264 0 888 .+•.. 0 210 497 0 0100 3 97 0 278 0 256 0 882 0 0158 2 63 00126 3 29 00105 3.94 0 292 0 248 0 876 0 220 517 0.0165 2 61 00132 3 26 0.0110 3 92 0 305 0.260 0 870 0 230 537 00173 2 59 00138 3 24 0 01 15 3 89 0 319 0 271 0 864 0 240 556 00180 2 58 00144 3 22 00120 3 86 0 333 0 283 0 858 0 250 575 00188 2 56 0 0150 3 20 0 0125 3 84 0 347 0 295 0 853 0 260 594 0.0195 2 54 00156 3 17 00130 3 81 0 361 0 307 0 847 0 270 613 00203 2 52 00162 3 15 00135 3 78 0 375 0 319 0 841 0 280 631 0.0210 2 50 00168 3 13 0 0140 3 76 0 389 0 330 0 835 0 290 649 00218 2 49 00174 3 II 00145 3 73 0 403 0 342 0 829 0.300 667 00225 2 47 00180 3 09 00150 3 70 0 416 0 354 0 823 0 310 684 00233 2 45 00186 3 06 00155 3 68 0 430 0 366 0 817 . 0 320 701 0 0240 2 43 00192 3 04 00160 3 65 0 444 0 378 0 811 0 330 718 0 0248 2 42 00198 3 02 0 340 734 00255 2 40 00204 3 00 0 458 0 389 0 805 0 350 750 00263 2 38 0 472 0 401 0 799 0 360 766 00270 2 36 0 486 0 413 0 794 0 370 781 00278 2 35 0 500 0 425 0 788 0 514 0 437 0 782 Pte.. 00278 00206 00160 *Values of p above light rule are less than p,",", pm," = 2001f as provided in Section 10 5 1 of ACI 318-89 For use of this Design Aid, see Flexure Examples 1-5, 8, 9, 11-13, and 15-17 160 • Table 8.2A Bolt Design Values (Z) for Single Shear (two member) Connections''A for sawn lumber with both members of identical species Thickness 0=0 67 7G= 55 G=0 50 G=0 49 G=0 46 Red Oak MMaple Douglas-Fu-Larch Douglas-Fir Larch (N) Douglas-Fir(S) c „ D o Southern Pme Hem-Fir(N) tm t� D ZII Z.l Zml Zl ZII Z, Zm, Zl ZII Z, Z 1 Zl ZII Z, Zml Zl ZII Z.l Zml Zl in in in lbs. lbs. lbs lbs. lbs lbs. lbs. lbs lbs lbs. lbs. lbs. lbs. lbs lbs. lbs lbs. lbs lbs. lbs 1/2 650 420 420 330 530 330 330 250 480 300 300 220 470 290 290 210 440 270 270 190 5/8 ;>,81q,,',"50 x_,500 •370 660` 400 400 :280- 600, ,360,;,n360 ,'240w;<590''r_350^�4350 240 560 320 320 220 1-1/2 1-1/2 3/4 970 580 580 410 800 460 460 310 720 420 420 270 710 400 400 260 670 380 380 240 30�``�;660%-,,;660';;,440, 930,s�520 ,520 330' ' 850. •;470? 470,,,.296. "830` '460,1;460:(^,280, 780,;.'_420,;_,.420;,` 250 1 1290 740 740 470 1060 580 580 350 970 530 530 310 950 510 510 300 890 480 480 280 1/2 770 480 540 440 660 400 420 350 610 370 370 310 610 360 360 300 580 340 330 270 5/,8` �1b70-,`,660,,'x;630,',,--520 "930,""560 -•490 ;.390; , 856%, -,�"430;-�340,t`'830 520f-420<".'330', 780 470."-190' 300 2-1/2 1-1/2 3/4 1360 890 720 570 1120 660 560 430 1020 590 500 380 1000 560 480 360 940 520 450 330 �7/8 1590i,�,960„� y800620 ;1300 ?20 620°,>t470 1190: ;630.<%550"�°4't``p;^il?0'' '600° .540'-''°go0>' 1040 `SSQ, ;500`�•36��. 1 1820 1020 870 660 1490 770 680 490 1360 680 610 440 1330 650 59.O•.420 1250 600 550; 396 ; 1/2 770 480 560 440 660 400 470 360 610 370 420 330 610 360 ;410: 120 580••'340. 380 310 5/8 :'1070'';'}`660'; 710-•,590, 940,4 <560', 550=,`n460i 880'.>�520"',;480 w:`,400i "870;_,w520;=�` `�'�'1 • • L . _ p,<79? *• 90; 830• '4T0:,`?'440._.'350 • 3 1-1/2 3/4 1450 890 800 670 1270 660 620 500 1190 590 550 440 1170 560 .530 420 1090 520 500 :390 ...' .. 7/8 1860, '-960 , 890 =-720 1520= 720 69,0,45M 1390_ 630,.- ;610 480:', °•1360 "x660 f,�9U`4bgi 1286,` '5.50-,�540;° 4Y I 2120 1020 970 770 ]740 770 750 580 1590 680 670 510 1^560 650 1690• 41t0 1460 600 600 "450 1/2 770 480 560 440 660 400 470 360 610 370 430 330 610 360 X20 *310 580. 346 400 310 5/8 1070^.,660�,:;;760�`;'390 940.-`560 620, °500 880 "520'•;- 540=x:460' ',"870^�:'- J""�30;(, ' - 830'. "4�0}`490' 410.1 1-1/2 3/4 1450 890 900 770 1270 660 690 580 1200 590 610 510 1190 560 59 X1..490 1140 t201• 550 450•. 7/8 ` 1890- ,`960;• 990 ` 830 1680_ 720 770'`°630 1590 630" 680 '5j6 1576- `600 '(DO '51) 1470••930 ' 600 *4�a• 3-I/2 1 2410 1020 1080 890 2010 770 830 670 1830 680 740 590 1790 650 T19 4,6t 1680 600 660 920 1/2 830 • 590 590 530 750 520 520 460 720 490 490 430 710 480 490 420 690.•16U'.460 410 • 15/8 1290 880'-,880 •;`780 1170 x'780 780-,,,650 1120 700;-}'700 ="`560, 1110, -,690 <'694•Sf® 1070 �*dno•_650 500 3-1/2 3/4 1860 1190 1190 950 1690 960 960 710 1610 870 870 630 1600 850 810 6015 1540 •806' 800 160: • 7/8, 2540 ,1410; 1410•„1030 2170 '1160 1160'.•-780: 1970 1060^'1060•:;680`"1'940x,=1040='�fOdO;� bS� 1810'�.�BQ'r 980=•,'590: 1 3020 1670 1670 1100 2480 1360 1360 820 2260 1230 1230 720 2210 1190 119.0 690 2070 1110 1110 X46 • 5/8 1070 660 760 590 940 560 640 500 880 520 590 460 870 520 590 450 830 470 560 430 1-1/2 3/4 J450"„' 990';w:7,80 1270;,;,660 840",,,§§0, 1200,_,,590�,.�750 .,n590J '5% 1140'.','526,N;-670' 520 7/8 1890 960 1210 960 1680 720 930 720 1590 630 820 630 1570 F 600 790 600 1520 ~550 730 550 4-1/2 "'I' ,2410' 1'020w•13lO'•1020 2150;770 1000 ,, 2050, 680',',890 ,680 2030;, 650 860,.-1,656 1930; `600'`,' 800• 600 5/8 1290 880 880 780 1170 780 780 680 1120 700 730 630 1110 690 720 620 1070 650 690 580 3-1/2 3/4_ 1860`1190` -1240~'%1080 ;1690;%;'960 -1090~ ':830, 1610 .'870'„,`1000��;Y730'11600` 850�:�980,` i.700x 1540; 7/8 2540 1410 1630 1190 2300 1160 1300 900 2190 1060 1160 780 2170 1040 1130 750 2060 980 1050 690 - = ,1 : '3310,'1670'-'T$30'1276 '2870,i'`1390,-1440 _-,950" 2610"1290''1'299,;,,84'9 ,256Q',;1260s 125f��' ,800) 2400;"1210,w1170� ,750 5/8 1070 660 760 590 940 560 640 500 880 520 590 460 870 520 590 450 830 470 560X 430 rl- /2 '3/4;,='.1450" ;:890,,990 ,,"780` 1270 ,`''660 ` 850'<`660; 1200 .1696„ 790`; §`590 I19d�`'S60"" 80"<560)' 1140 ; 520740?'''S20 ' 7/8 1890 960 1260 960 1680 720 1090 720 1590 630 980 630 1570 600 940 600 1526 550 860 550 5-1/2 L-„ i2410<;:1020=^`;1560,-1020; 2150;,;,770 1190;x«770' 2050:",'686', 1060,:''680:;2036 G50 .1`Ol'Qt 650% 1930 X600 d0 x;600,' 5/8 1290 880 880 780 1170, 780 780 680 1120 700 730 630 1110 690 720 620 1070 650 690 580 3-1/2 3/4' '`.1860',1190-.,1240`;.}080' 1690.;;960 1090,; 850; 1610„1`870 X1030,r''`�,�80;1606`-_^-850•::'�IOIQi";A750,` 1540;-, 800-}=�970�`;'710' 7/8 2540 1410 1640 1260 2300 1160 1410 1020 2190 1060 1260 910 2170 1040 1220 870 2060 980 1130 790 1 3310',1670''1980,,1470 2870;-1390 ;1550 ,,1100 2660'1290?1390: 970, 2630,;1260`•,1340, 930. 2500'_ 121.6;,°1250°'860 5/8 1070 660 760 590 940 560 640 500 880 520 590 460 870 520 590 450 830 470 560 430 1-1/2 3/4 1450 °890,;,,090 780 1270 660 850 660 1200, 590' 790 '590, 11W- 1140,,;,520,;,;740' -`520 7/8 1890 960 1260 960 1680 720 1090 720 1590 630 1010 • 630 1570 600 990 600 1520 550 950 550 7-1/2 1`",1410','102 _1020 2150': -770,-1350%`17 t 2050 680:11270•',•680; 2030:;; 650;i1240;r,ea,650; 1930• -;600'x;'1190,:;600" 5/8 1290 880 880 780 1170 780 780 680 1120 700 730 630 1110 690 720 620 1070 650 690 580 3-1/2 '3/4'' =1860,;1190=1240';11080' 1690";-,960_'-1090:;; 850' 1610_.•- 870 -10311','x780„'1600- 850 w1610 •'x,750 ,1540,.E 800,_`,970,;- 710 11 r'98. . 7/8 2540 1410 1640 1260 2300 1160 1450 1020 2190 1060 1360 930 2170 1040 1340 900 2060 0 1280 850 1670.'2090,-1470 2870-,)1390 '1830° X210;'2660, '1290� 1630•;11`10; 2630, .1260'-1570.;;1080; ,2500,*`f210;,;,,'i470;;;1030 1.Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7 3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(Fyb)of 45,000 psi. AMERICAN WOOD COUNCIL ' 1 III lit 1,11 Jil Table 8.213 Bolt,Design Values (Z)'for Single Shear (two member) Connections 3 _ for sawn lumber with 1/4" ASTM A36 steel side plate Thickness ; G=0.67 G=0.55 G=0.50 G=0.49 G=0.46 o Red Oak Mixed Maple Douglas-Fir-Larch Douglas-Fir Larch(N) Douglas-Fir(S) v Southern Pine Hem-Fir(1) t„i tS D Z I I Zl Z I I Zl Z I I Z1 Z I I Zl Z I I Zl inches inches inches lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/2 670 380 570 310 530 270 520 270 500 250 tS- - ' " ,- . 325/ 4F=70 . F Man= i 1-1/2 1/4 3/4 1010 490 860 390 800 360 780 350 740 330 '' {•;-L,- r`_�g4Q:s " g!f=930;; x'i;400:r; A, 192 10 X81 32 1 1350 580 1140 480 1060 440 1050 430 990 410 1/2 850 570 780 440' 750 390 p75500 380 730 350 2-1/2 1/4 3/4 1580 710 1320 550 1210 490 1190 480 1120 450 ?':�:7/U MIS, ,270,5!YU'5_01� ET610;r + !1410.a �xs540 r, 13901 1� ° 1 211.0 830 1760 65n 1620 590 1590 560 1Snn 53n _ 1/2 850 570 780 500 750 450 750 ..MD.. 730 410; 4 �51Q #R 27Qr��1�,-�� °750'1: lP Q � z5.8Q► ' <e1130 a,<,.; ;t 1120 50Q s t 1.09f�,J*ff.� i 4� 3 1/4 3/4 1800 830 1560 640 1430 570✓+ 1410 •SSe.• 130•••' slo .•••. w'5/1 3�i: 2200, , ;4>900:� ° 183,0 : x_ 700°t fF;11'670 i.;r:.;;r 62P 1'j1r65(rA'2 1 2510 970 2090 750 1910 670 1880 650 1776•••' 610 •••• 1/2 850 570 780 500 750 470 750 ;460 730 450 '5/8 ' zr1270 .`,'_}:,v'800' ;1'1'70:; ,''4'. 670,' till-3Q 580: ':5 -1120: :;'57TV1 3-1/2 1/4 3/4 1800 960 1650 730 1580 650 1570 6630 1510 •• 580 '•'•;' ,x`1940, r ;',710:: ,' '1900;'d'? -'y '--' 'F°;s 1790 r:;:.°»6�.0' ,,.r-•• 1 2920 1110 2420 850 2210 760 2180 •730 2050.:. 690 ••••• 5/8 1270 800 1170 710 1130 660 1120 •460 . 1090 630 4-1/2 1/4- •.,?�/4 � 1$001090 1"650��tr20". ~ey1580 ri;� °':820��gk1570790?� .e T Tom'. Qs,� '.- 7/8 2420 1310 2220 1010 2130 880 2110 ��Q•. 205b.••• 780 • �t1'FQ �r140028QY070 =; 276QF � t,950«s2740 � 1QfQ _ , teii••. 5/8 1270 800 ' 1170 710 1130 660 1120 664•• 10901"o 630 5-1/2 1/4 ! W8000 .090'x.v 650= '. 95Q " 1580.. E Q=.=157 ZZ233, 7/8 2420 1410 2220 1220 2130 1070 2110 1030 2050 940 i; OM 2.$8 290; ;' 276Q; ,T&5Q 4 5/8 1270 800 1170 710 1130 660 1120 660 1090 630 7-1/2 1/4 MCA=098=090X&M-UNW504 Wtl'58o€W1-90Q %W7.- 4 7/8 2420 1410 2220 1240 2130 1160 2110 1140 2050 1090 Na , 0 540'8, 276,0. S1r460t 314 1800 1090 1650 950 1580 900 1570 880 1530 850 9-1/2 1/4 AXON 2 • 2, .X2' e2130 �11,C� ` �_ . . AM ZrIMBERFAM 1 3140 1760 2880 1540 2760 1460 2740 1420 2660 1380 11-1/2 1/4 7/8 2420 1410 2220 1240 2130 1160 2110 1140 2050 1090 Qis E � c4 >� S9r 8. S49_'' 2.76Q 1460za4C?�_�_ d 13-1/2 1/4 1 3140 1760 1 2880 1540 2760 1460 1 2740 1420 2660 1380 1.Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7.3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(Fyb)of 45,000 psi. 3.Tabulated lateral design values(Z)are based on a dowel bearing strength(FJ of 58,000 psi for ASTM A36 steel AMERICAN WOOD COUNCIL . . Table 8.2E Bolt Design Values (Z) for Single Shear (two member) ConnectionslA3 for sawn lumber to concrete Thickness G=0.67 G=0.55 G=0.50 G=0.49 G=0.46 o Red Oak Mixed Maple Douglas-Fir-Larch Douglas-Fir-Larch(N) Douglas-Fir(S) v 6 o as Southern Pine Hem-Fir °ro a° v� A (N) w A U tm is D Z�� Z1 ZII Z1 ZII Z1 ZII Z1 ZII Z1 in. in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 0.500 730 460 660 400 620 370 620 360 600 350 0.625' s"1020q r ,;=630r: ;.930 ; 'S6Q ,:. , :,890 520 ; 880:`x. , :_S20"h_-r 1.5 0.750 1380 850 { ;; 1270 660 :51220 yR`; 580 8�f 5� 1210 Q. x'9:$75,: r11.$9�M*;s.; '9¢Q "`.'167Q, 560 11 0 1.000 2280 'z��i�"�72Q.�'== �}^nJ•q;,��'600y��`° ��. 8 20�;1� 1020 2140 760 2080 680 2060 640 1930 600 0.500 780 560 750 510 730 460 Y 712^,0)� ♦y4506.0 x'0.625;.,'i,V12 L" , ^ ��"' 6W0`"..,ry �1 A and 2.5 0.750 1760 970 1560 830 1480 780 1460 760 • greater `.0:875 '_ 2.190Crn+_.1249 c '1960a �Q59 ''; 1870 990 „1410 * 730 1.000 2670 1470 2420 1280 2310 1120 2290 1080 2220 1000. 0.500 780 560 750 520 730 490 720 490 710 478 • 0:625 ; 1220n` 850:` i.,:1.170as`;,y' ;�� .��: a,;�1-130,; •... .. ,,�. .:.i tv.;l;,Z80 ,_. 1'140;, 710 :'.. *!0 a, ar1-��A►'M4��%. 66Q:� ` • 3 5 0.750 1760 1150 1680 9504 1640 880 1630 ' a ' ` • 5 rr; • 860• 2�9.• •.•• 820 0.87 = 23Qp ,<137_0 F, x:2280 ' ll'.160 3« s`:-=`"2230 ._1070, 2210. ',t ?14r '3 14u 1.000 3120 1620 " 2850 1390 2700 1300 2670 1270 2599••• 1230•....• Thickness G=0.43 G=0 42 G=0 37 G=036 J=0.35 •• c J 0 � Hem-Fir Spruce-Pine-Fir Redwood Eastern SoftwOC+ds Northern Species • Iu o o E M (open grain) Spruce-Pin:Fir(S): •••• ••• • a c U 0 "' 0 Western Cedars.• w Western NYoods •••• •••'•• tm is D Z11 Zl ZII Zl ZII Zl Z ••3 •• Zlt••• Z_L • in. in. in. lbs. lbs. lbs. lbs lbs lbs. lbsl ;lbs. 165•••• lbs. •:• . 0.500 570 330 570 330 530 300 520 29(1•• 516"• 2 • 0:625,f+ $ Ow' ; ,420 k 82Q,.:,4t,t'ty�41,0..frii rows:,80b k'`a „ 80 •s... 1.5 0.750saR,. ot._ .•� _Z_ s X350,`;.° :. 77Uu�':a+!$ 4 T 60 370 1080 360 1060` 3 1150 460 1140 450 1090 350 Q:$75 'i 1.000 1800 540 1760 520 1560 440 1520 420 1460 400 0.500 700 400 690 390 670 350 670 340 660 330 6.0 %'R 02 =V t : and 2.5 0.750 1350 690 1340 680 1250 620 1230 15�Q 580 greater 0:85;a 3KNO-M,W 1.000 2150 900 2130 880 2010 720 1990 700 1960 680 0.500 700 460 690 450 670 420 670 400 660 400 1O Q ��,,, �_,..- _. 3.5 0.750 1570 760 1560 750 1490 670 1470 660 1430 650 Q 9_"0'i. =;ice` •�_.8755 �1 �; •� OQg�� '� ��1859;;�f��;��.$SO;�,a�' '';a�830�`3 � 1.000 2460 1170 2430 1150 �2260 1020 2230 980 2180 940 1.Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7.3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(FYb)of 45,000 psi. 3. Tabulated lateral design values(Z)are based on a dowel bearing strength(F.)of 6,000 psi for concrete with minimum f',=2000 psi. 4. 6"anchor embedment assumed AMERICAN WOOD COUNCIL i • Table 8.3A Bolt Design Values (Z) for Double Shear (three member) Connections for sawn lumber with all members of identical species 4 Thickness G=0.67 G=0 55 G=0.50 G=0.49 G=0.46 43 o Red Oak Mixed Maple Douglas-Fir-Larch Douglas-Fir-Larch(N) Douglas-Fir(S) Southern Pine Hem-Fir(N) tm is D Z11 ZL ZM_L Z 11 Zu Z"u Z11 Zsl Z,,,l Z11 Zu Zml Z 1 i Z,.1 Z,,,l in. in. in. I lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/2 1410 960 730 1150 800 550 1050 730 470 1030 720 460 970 680 420 "5/8 1760 1;1310 iY'=:;810 'i1440'z '1130' ::1310#NH040•1� �;'S30`x ''`1290; 10301' 2V* 1121"02Sa[A9'3U:•'s 7,"470" 1-1/2 1-1/2 3/4 2110 1690 890 1730 1330 660 1580 1170 590 1550 1130 560 1450 1040 520 1 _019112W6 �X1920;--9.60 2020`�;'Z440 ;�72Q °1$,4.0* 1.2 800. ,A 60.11]'630;`,'`.1 210600 %, '690'0 I1QlTS50� ~ 1 2810 2040 1020 2310 1530 770 2100 1350 680 2060 1290 650 1930 1200 600 1/2 1530 960 1120 1320 800 910 1230 730 790 1210 720 760 1160 680 700 IE5 18 1 07.0'aiv1139 020:1 ' 1760 ;%1040` 88Qr 17,4(1p�0 0� 86 5b0 k '�ZBd 2-1/2 1-1/2 3/4- 2890 1770 1480 2550 1330 1110 2400 1170 980 2380 1130 940 2280 1040 860 's7/8 02$0:,k�142Q 16Q()i ."'!3364 fra 1440taat>1200.. t 060 '1260i r 1Q504rt A`.'3010 "J 4Q.x t IDDAU S 1 4690 2040 1700 3840 1530 1280 3500 1350 1130 3440 1290 1080 3220 1200 1000 1/2 1530 960 1120 1320 800 940 1230 730 860 1210 720 850 1160 680- $1Q 5/8?;2150;.?iu1319y15.1D�'tiR187.0= uT13Q1220 ' 176Q ,1.040 1'0501 3 1-1/2 3/4 2890 1770 1780 2550 1330 IJ30 2400 1170 1170 2380 •113© •1130 228d. 1040 1040 NMI, 7.800 1920 94zr a 94 44 -Q1 X380} 12601S,1260a-315.0 hj t*Q ;•, .. fir 1 4820 2040 2040 4310 1530 1'530 4090 1350 1350 4050 4290 1290 .969.• 1200: 1200: f 1/2 1530 960 1120 1320 800 940 1230 730 860 1210 X120 ; 850 1160 680.--8-10 _-5/8 2150'1-,,1310,;,,,'-1510` "1870_` ='I"130 ;97:1290'; -4-760 `:',1040 fi=1190 1 740_F`:ri i 1030 X170;; 1"66x`3 %940,yw=10901 _ 1-1/2 3/4 2890 1770 1980 2550 1330 1550 2400 1170 1370 2380 X130 ••1310 ,21.40•. 1040 1210 • r,-;• v „ •••• 7/8 3780, -1920.:.-2240 3360,, 1'4405tL1680:•x;3180::-;;;1260':,–'1470 3150••`X'4210''-`,1410r'°3030°;F=1100'<:;,1290'; 3-1/2 1 4820 2040 2380 4310 1530 1790 4090 1350 1580 4050 11D8•• 1510 38DO"1200 14x0 1/2 1660 1180 1180 1500 1040 1040 1430 970 970 1420 X60 ;960 •13397 920 920____ - G 5/8' '25994;1770""'(_1770,• 234Q' ::1560',,_ 1420„.;i2240,`� `f1410� 1230; -222 ';: "; •� Q •.13-Or .1200 r r215Q��, 1290 �r109 3-1/2 3/4 3730 2380 2070 3380 1910 1550 3220 1750 1370 3190 19700 1310 -111116 : - 304Q .1610 ';7/8 ;5080: ;:2824 t€::'224Q'4' s;;4600,-�"233.O r`�1680^„4290 ;2130 r 1.470=°..4210 s>2070 10 '3Q 1960 ;°1290+• 1 6560 3340 2380 5380 2780 1790 4900 2580 1580 4810 2320 1.510 111V-.2410 • 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030`1170 1 66*0•• 940 •11:Q•• 1-1/2 ".3[4 x2890 f 1270 198Q %2550'jfj330.�°"�,1699 .2400 '117,10. x'580 ;2380'&'X?30 21'5.5 `'22$.0�1aw,* 48VI 7/8 3780 1920 2520 3360 1440 2170 3180 1260 1890 3150 1210 1810 3030 1100 1650 4-1/2 ;sq' ?48201 204Q3060`3 43.10��'x153A �i23 004,. �A020r„a�:135 0 ��405029012408G12Q( $OO�i 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3-1/2 0&- 373-0 238QZLa8Q F338Q ;191,Q 19.901Z322QUa7504-jJ7, , :�3190r ;ZO il620 IbTQ ISS,Q�� 7/8 5080 2820 2870 4600 2330 2170 4390 2130 1890 4350 2070 1810 4130 1960- 1650 1 b63D�33�44: 30 .40. ,�'270�2300533.0258Qw. 030� 5250252�124Q1 0t$S]a 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 1-1/2 `97'63/4i'<289a;17_Z0198 �4 33A1 ]520" 2400x10 ,1:5804238.R1'30 „ISS l'4$Q 718 3780 1920 2520 3360 1440 2170 3180 1260 2030 3150 1210 1990 3030- 1100 1900 • 5-1/2 RB �482Q/t`K1aQ4QW3 2,01 a310 IS3.Q 2ZQ0 E{020 1354? x.4$0 4050'S k29(1 1Q $(�t� .2OD 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3-1/2 !,Mik d37,30M238M OWN- 338UM210=21.8 .220'W1750'. �i^2.d50 r3,31� Q;il ' '29 A 7/8 5080 2820 3290 4600 2330 2650 4390 2130 2310 4350 2070 2210 4130 1960 2020 :66301 334Q' ?AQ_°;$740_"A7$O i2$1Q X5330 w2580i 2480 4`5250520 1711 "99 3 241�QQ; 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 1-1/2 iAMk W902'°UKQIN-1280: '255.0 1;33Q=, 69 240A r1l1ZQ a 15.80 X2380` !jQ ZL> -$=0_Q0Wj9 7/8 3780 1920 2520 3360 1440 2170 3180 1260 2030 3150 1210 1990 3030 1100 1900 7-1/2 :< 1`i'N"4.82Uf&20.4.0V31201-"431 OM-'5310.2700 540900150-2-M,253-03 L405 , - $ $1 2Qf� W 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 1390 3-1/2 x;3/4;'�F,37.30k_`I22,3$0=2430> ,38Q '19-` `218 2Q 17501. '2WII, Q2 16 Q 194Q 7/8 5080 2820 3290 4600 2330 2890 4390 2130 2720 4350 2070 2670 4130 1960 2560 to 4reNt 7663QrhA134',W%q0 e'�i MWA 780:W368(f Z i'�'330 2586'1"3380: ,r 5250r 52Q'132301 ,.4990? a24'] 3 1.Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjus*ent factors(see Table 7.3.1). 2.Tabulated lateral design values(Z)are for`Yell diameter'bolts(see Reference 6)'with a bending yield strength(Fyn of 45,000 psi. AMERICAN WOOD COUNCIL - , mono e / , Table 8.3B Bolt Design Values (Z) for Double Shear (three member) ConnectionslA3 • for sawn lumber with 1/4" ASTWA36 steel side plate Thickness G--0.67 G=0.55 G=0.50 G=0.49 G=0.46 4 ,��, Red Oak Mixed Maple Douglas-Fir-Larch Douglas-Fir Larch(N) Douglas-Fir(S) ° •0 �° Southern Pine Hem-Fir(N) N A tin is D Z11 Z1 ZII Z1 ZII Z1 ZII Z1 ZI inches inches inches I lbs. lbs. lbs. lbs. Ibs. lbs. Ibs. lbs. bs. lbs. 1/2 1410 730 1150 550 1050 470 1030 460 970 420 .� 4; ,;Ia3 '.,. ;810; :;1440'-, z„:610;;,,1; 1-1/2 1/4 3/4 2110 890 1730 660 1580 y. _ F ' /$}�srJ`z�4 :s_''3 "960: k42Q;',F,�"`sr''.r��720 p°�,-�'`;: 1840�.,a�a>s~-�.,t.�:"•r;_.5690 1550 560 111450 Q�. .�(•�.,;,, a, 5S2�0 301 .600., = 1 2810 1020 2310 770 2100 680 2060 650 1930 600 1/2 1700 1130 1570 910 1510 790 1500 760 1460 700 T” 54 1;3_40,.x: '?350 92� 'i 2190_ " 215Qe'1`i3si86Q - ° 4}UaZB ' 2-1/2 I/4 3/4 3520 1480 2880 1110 2630 980 2580 940 2410 860 _1600':k.A3360,�z �-,x' �'W60'_`'_ a,,., 3 1200 x. � � 1050 x:. 3Q1;0�� fL101Up' ._...,�2$204".,�c� s%220��r,�3 1 4690 1700 3840 1280 3500 1130 3440 1080 3220 1666 . • 1/2 1700 1130 1570 1000 1510 940 1500 ••• • $I� �2� 0 : �> t 920 1460 3 1/4 3/4h4 3590 1780 �1O50a a=h �;:.r22Q •_:°`;.1p3Q . `l • r �;f;- t.. w 3300 1330 3150 1170 3090 �d '�``••+ 7/8tt ice' r:;�..;. •1190 ar_r4830';.•� ,'1920 _' i r;4040'�64;`e' '_' :3680' (1260•`;: : 3410;hx:'`°"1210 ill 1 5630 2040 4610 1530 4200 1350 4130 . 1290• 860••,ry 1200•••• 1/2 1700 1130 1570 1000 1510 940 1500 • •230• 1469 890 x°2350, 1420y%: i'• ':42250 1230;+'' y •, , ._ .�::•. ,s�=122403 ;;!•,12(A'' ZIZO: :'tr'f°1099 3-1/2 1/4 3/4 3590 2070 '�-'_ •'••• 3300 1550 3170 1370 3150 • 1310 3060• 1210 • 2240 x_.4440 '• .__,1680k=1= :•4260: ?,{1470 _;':'4210' `�:;::1'4►Ip 39�1"'•:a; 1290 `"�•• j :. . } 1 6270 2380 5380 1790 4900 1580 4810 �: 1510 491U' w 140d•••�• - ' 5/8 2550 1610 2350 1420 2250 1330 2240 •1326 2170 1266 • 4-1/2 1/441 - Z.�avit� 3306 "�1910`.'s"F' r f,°r•, 3 �. : • • ter i�•i 2170 - �� .y .lz9 1�5ai �: �'s0 ' 1690:' 396 1156 7/8 4830 2810 4440 2170 4260 1890 4220 ••182 41118 1650 {h.` '° s 2Z 3060' *515CI�°^4� ?324': s`'�$520 '203.0' s u 548(j _ • ;�:r ,_ ...,n .....• . _x `1940,.. vit53Z 's+ 8_Ql'3+c4 • 5/8 2550 1610 2350 1420 2250 1330 2240 11" 2170 1260 • • 5-1/2 1/4 3/4 �zsS9ys?1_7,0'_"','33 f �. 4 . r ....• 00�::;.'.t19I0 ., :�:�3170,;,J��>L80f«; `tivc,177C�`�,�;;; 7/8 4830 2810 4440 2470 4260 2310 4220 2210 4100 2020 ?z 3s3o: 5?5� 2sip - sszo ,24- 5/8 2550 1610 2350 1420 2250 1330 2240 1320 2170 1260 7-1/2 1/4 (4 ' 17p" 3300 `^,2.14�a` MI7,,0@R.* 18QQO, I15QW�rl770'sek ��i�'� �M�x::x 7/8 4830 2810 4440 2470 4260 2320 4220 2280 4100 2180 • "" '��Z( ? 3Q `':,' SZS� ' 3Q90�� .85A`-2K.�3? ;" �9 ?= 3/4 3590 2170 3300 1910 3170 1800 3150 1770 3060 1700 9-1/2 1/4 4$ � `t' 2810'13 .�'g410a'�#. 247-0 1 334266 3 23?Qs w�?20Y, 228p 3 1 n 6270 3530 5750 3090 5520 2910 54802850 5320 =1 M 11-1/2 1/4 7/8 4830 2810 4440 2470 4260 2320 4220 2280 4100 2180 ill;. 47Qiu:y"t.Y353Q` 5754� 3Q9Q5520;1Q�� 'S4$A "2$SQc �3 13-1/2 1 1/4 I 6270 3530 5750 3090 1 5520 2910 5480 2850 5320 2750 1.Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7 3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(Frb)of 45,000 psi. 3 Tabulated lateral design values(Z)are based on a dowel bearing strength(F.)of 58,000 psi for ASTM A36 steel. AMERICAN WOOD COUNCIL 1r t � f the nominal lag screw lateral design values, Z, shall be Re = Fem/Fes the lesser of. is = thickness of side member,inches I' YIELD MODES Fem = dowel bearing strength of main member ' Dt5Fe5 (member holding point),psi(see Table 9A) Z 4Ke MODE I, (9.3.1) Fes = dowel bearing strength of side member,psi(see Table 9A) Z__ kDtsFem Fee = 11200 G 28(2+Re)Ke MODE III, (9.3-2) 1.45 F — 610OG i e1 r- Z= D2 175Fem Fyb Fyb = bending yield strength of lag screw,psi 3Ke 3(1+Re) MODE IV (9.3-3) D = unthreaded shank diameter of la g screw,inches or where = root diameter of the threaded portion of the lag screw when the thread length is such that the i' threads will extend into the shear plane of the ' I k=-1+ 2 1+Re Fyb 2+Re D2 ( ) ( ) connection,inches t Re 2Fem ts2 Kq = 1+(o�/360°) •a ••• emax = maximurp an$le:of load tO EPI(0':5 g s 90 )for any member in.a connectbn• •••• • Table 9.2A Lag Screw Withdrawal Design Values (W)1 ;• •��••• • Tabulated withdrawal design values(W)are in pounds per inch of thread penetration into side rair=of ut.vn mernb ;• Length of thread penetration in main member shall not include the length of the tapt:ed tip see Apps ndix Q. Specific •••••• Gravity Lag Screw Unthreaded Shank Diameter, D G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8.. 3/4" }/81'•• 1" •1*1/8" • 0.73 397 469 538 604 668 789 905 116 1123 •�d[4 •...1226 1 127 • �iYSs�"' .'i.,,l.rt0wr st��J.LSdCi!1�8� • 0.6-8 357 422 484 543 600 709 813 913 1009 1103 •1193 ' 0.58 281 332 381 428 473 559 641 719 795 86.9 940" 0.51 232 274 3. ,10 `:`�� - `� 461 $ � 14 353 390 528 593 656 R _ �`�`�'3Z8 716 775 0.49 218 258 296 332 367 434 498 5.59 617 674 730 c > y �3-45.fl ,1. 0.46 199 235 26.9 302 334 395 453 508 562 613 664 0.43 3 73" al � 179 212 243 273 302 357 409 459 508 554 600 0.41 3 5 ZMZ s�{a29�� 'T ! 167 198 226 254 281 332 381 * 428 473 516 559 27.1::x., 0.39 155 183 210 236 261 308 353 397 438 479 518 ;j 0.37 '143 169 194 218 241 285 326 367 405 443 479 i =3.10:7=2 0.35 132 156 179 200 222 262 300 337 373 407 441 1.Tabulated withdrawal design alues gn (W)for lag screw connections shall be multiplied by all applicable adjustment factors(see Table 7.3.1). ,I 'I ` 'AMERICAN WOOD COUNCIL G• I , Tab1e�4D Design Values°for Visually Graded Timbers (5" x 5" and larger) (Cont.) (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 2.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch(psi) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Species and Size Bending to grain to grain to grain to grain Elasticity Rules commercial grade classification Fy Fi Fv Fcl F, E Agency r Select Structural Beams and 1500 875 100 615 900 1,500,000 No 1 Stringers 1250 625 100 615 750 1,500,000 No 2 800 400 100 615 475 1,200,000 NELMA Select Structural Posts and 1400 925 100 615 950 1,500,000 No.1 Timbers 1150 750 100 615 825 1,500,000 v No.2 650 425 100 615 375 1,200,000 m Select Structural 711osts, 1350 800 80 820 825 1,200,000 0 No.1 1150 550 80 820 700 1,200,000 Z No.2 725 375 80 820 450 1,000,000 NELMA D Select Structural 125n 850 80 620 875 1 200,000 No.1 Timbers 1000 675 80 820 775 1,200,000 •• • No.2 575 400 80 820 350 •'6A009W0 • • r • • •••• • Select Structural Beams and 1050 625 65 440 725 10M0000 • • • •• No.1 Stnngers 875 450 65 440 600 01,100,000 • • • • No.2 575 300 65 440 375 900,0 0 . WA ••• Select Structural Posts and 1000 675 65 440 775 ;','190,040 • • No.1 Timbers 800 550 65 440 675 41,109,000 (� No.2 475 325 65 440 475 • 900470 •• • • •• Elm 0 •••• • Clear Heart Structural or . • • Clear Structural 1850 1250 135 650 1650 3,300,00E Select Structural 5'x 5' 1400 950 95 650 1200 1,SOO,tlbO • : • No 1 &larger 1200 800 95 650 1050 4,300,000 ••T11S• •' • No 2 975 650 95 650 900 1 0 0 •*000 • • Select Structural Beams and 1200 675 70 435 825 1,300pG0 •••• No.1 Stringers 1000 500 V0 435 675 1.300,000 +••• No.2 650 325 70 435 450 1,000,000 WCLIB Select Structural Posts and 1150 750 70 435 875 1,300,000 No.1 Timbers 925 600 70 435 750 1,300,000 No.2 550 350 70 435 525 1,000,000 ° EM (Wet Service Conditions) Dense Select Structural 1750 1200 110 440 1100 1,600,000 Select Structural 1500 1000 110 375 950 1,500,000 No.1 Dense 1550 1050 110 440 975 1,600,000 No.1 5'x 5' 1350 900 110 375 825 1,500,000 No.2 Dense &larger 975 650 100 440 625 1,300,000 SPIB No.2 850 550 100 375 525 1,200,000 Dense Structural 86 2100 1400 145 440 1300 1,600,000 Dense Structural 72 1750 1200 120 440 1100 1,600,000 Dense Structural 65 1600 1050 110 440 1000 1,600,000 Select Structural Beams and 1100 650 65 425 775 1,300,000 No.1 Stringers 900 450 65 425 625 1,300,000 No.2 600 300 65 425 425 1,000,000 NLGA Select Structural Posts and 1050 700 65 425 800 1,300,000 No.t Timbers 850 550 65 425 700 1,300,000 No.2 500 325 65 425 500 1,000,000 AMERICAN FOREST&PAPER ASSOCIATION c , � `a^ ` _ ^ a'4s IF, 46 ksl COLUMNS Square structural tubing -E=j Allowable concentric loads in kips 0 176 140 120 99 76 86 71 56 2 168 134 115 95 73 80 67 53 3 162 130 112 92 71 77 64 50 4 156 126 108 89 69 73 61 48 5 150 121 104 86 67 68 57 45 6 143 115 100 17 83 73 64 63 53 42 7 135 110 9581 79 6'. 61 57 49 39 11 98 82 72SI 60 47 31 27 22 12 87 74 65^ � 13 75 65 58 37 49,b's 39 22 19 16 Go � � � ° ^ co' ° "°=°° ; ° ` °°°° °° . ` 21 29 25 23 19 16 23 24 21 19 16 13 24 19 17 15 12 ' Properties J factor a1106 1.83 1.59 1.43 1.22 0.983 0533 0.470 0.387 1 Note: Heavy line indicates KI1r of 200. ° , ., ' . , ` . _ AAwmicAmuxnonrrE OF STEEL CONSTRmCTw ' ^ 'w Table 3.2.1.3: Moment Resistance for Load Combinations Including Section 3.2.1 - Wind or Seismic (includes 1/3 increase in allowable stresses) 8" Wall Thickness 13/16° Fully Grouted Walls Effective depth,d = 3.81" • 1 Bar . Bar Resisting Moment, MR,in-lb/ft Size Spacing fm = 1350 fm == 1500 fm = 2000 fm = 2500 fm = 3000 in #3 72 2,150 2155 2162 2167 2171 #3 64 2 418 2,424 2 432 2 437 2 442 #3 56 2,764 2,770 2,779 2,786 2,791 #3 48 3,224 3,232 3,242 3,250 3,256 #4 72 3,769 3 781 3 797 3 808 3 818 #3 40 3,854 3,864 3,877 3,887 3,895 • #4 64 4,241 4,254 4,272 4,284 4,295 #3 32 4,792 4 806 4,824 4,838 4 R-49 Tr-t 56 4,846 4,862 4,882 4,896 4,909 #4 48 • 5,654 5,672 5,695 5,712 ••5,J2' 0 #5 72 5 813 5,835 5'864 5 885 5 902 •°"'• • #3 24 6,340 6 361 6,389 6 409 ' 4 6 •°°° .••• h #5 64 6,539 6,564 6,597 6,621 6,64 :9060 '....' , #4 40 6 751 6L773 6 804 6 826 844 y #5 56 7 473 7 502 7 539 7 567 ;7.1Z •• •• #6 72 7,705 8 165 8,349 8,384 .8,414 8 381 8,412 1 8,454 8 484 9609 0:00 #6 64 86 8 9 185 9 392 9 432 #94660 •" #7 72 8,680 9,215 11,239 11,293 12,339 • #5 48 8 719 8,752 8,796 8 828 '8 855 . •"'•• '°• #3 16 9 393 9,429 9,478 ___9L514 ° #8 72 9,584 10,193 12,762 14,602 ld •° ••' 9 765 10 367 12,644 12 705 12 756 ••••• #6 56 9 906 10,498 10 734 10 780 10 g18 T #5 40 10,399 10,441 10,498 10,539 10,573 #9 72 10 422 11,103 13 934 16 602 18 389 #8 64 10 782 11,467 14,357 16 427 16 501 j #4 24 11,029 11,113 11,175 11,220 11,258 #7 56 11 160 __111848 14 451 14 520 1-4-5719 #6 48 11 557 12L247 12,523 12 576 12 621 #9 64 11,725 12,491 15,675 18,678 20,688 1 #5 32 11,744 12,448 13,027 13,083 13,130 #8 56 • 12 322 13 105 16,408 __18L774 18 858 #6 40 12,408 13,163 14,933 15,001 15,058 #4 16 12,919 13,713 16,528 16,606 16,673 t` #7 48 13 020 13 822 16 859 16 940 17 008 (continued on next page) M kH • t 1 524 , s •r Section Properties for Design Section 7 a Table 7.1 6 Inch Single Wythe Walls Gross Section Properties Wall Weights (lb/ft� Units Grouted Mortar A. Ix Sx r for Concrete Densities (pcf) of: Cells Bedding inz/ft in'/ft in'/ft in 80 95 105 115 125 135 Hollow None Face Shell 24.0 130.3 46.3 2.08 -18-.6-2-1.8-23.9 26.1 28.2 30.4 Hollow None Full 32.2 139.3 49.5 2.08 18.9 22.1 24.3 26.4 28.5 30.7 loo%Solid None Full 67.5 178.0 63.3 1.62 39.8 46.5 51.0 55.4 59.9 64.4 Hollow 8" o. c. Full 67.5 178.0 63.3 1.62 49.9 53.1 55.2 57.3 59.5 61.6 Hollow 16" o. c. Face Shell 46.6 155.1 55.1 1.79 34.2 37.4 39.6 41.7 43.8 46.0 Hollow 24" o. c. Face Shell 39.1 146.8 52.2 1.87 29.0 32.2 34.4 36.5 38.6 40.8 Hollow 32" o. c. Face Shell 35.3 142.7 50.7 1.91 26.4 29.6 31.7 33.9 36.0 38.2 Hollow 40" o. c. Face Shell 33.0 140.2 49.9 1.94 24.8 28.0 30.2 32.3 34.5 36.6 Hollow 48" o. c. Face Shell 31.5 138.6 49.3 1.96 23.8 27.0 29.1 31.3 33.4 35.6 Hollow 56" o. c. Face Shell 30.5 137.4 48-9 1.98 23.0 26.3 28.4 30.5 32.7 34.8 .'. Hollow 6,4" o. c. Face Shell 29.6 136.5 48.5 1.99 22.5 25.7 27.8..3Q,Q 32.1 34.3 Hollow 72" o. c. Face Shell 29.0 135.8 48.3 2.00 22.0 25.3 27.4. 2J.1 31.7'X3.8 • � e • • t ! • *eve:* *0000 • Y O � ..•e • Table 7.2 8 Inch Single Wythe Walls Gross Section Properties Wall Weights (fib/ft2� Units Grouted Mortar Ao Is Sx r for Concrete Densities (pcf) of: ....• Cells Bedding in2/ft in"/ft in3/ft in 80 95 105 115 125 135 • Hollow None Face Shell 30.0 308.7 81.0 2.84 23.9 28.1 30.9 33.6 36.4 39.2 Hollow None Full 41.5 334.0 87.6 2.84 24.4 28.6 31.3 34.1 36.9 39.6 loo%Solid None Full 91.5 443.3 116.3 2.19 53.9 63.0 69.1 75.1 81.2 87.3 Hollow 8" o. c. Full 91.5 443.3 116.3 2.19 68.2 72.3 75.1 77.9 80.6 83.4 Hollow 16" o. c. Face Shell 62.0 378.6 99.3 2.43 46.1 50.2 53.0 55.7 58.5 61.3 Hollow 24" o. c. Face Shell 51.3 355.3 93.2 2.53 38.7 42.8 45.6 48.4 51.1 53.9 ` Hollow 32" o. c. Face Shell 46.0 343.7 90.1 2.59 35.0 39.1 41.9 44.7 47.4 50.2 Hollow 40" o. c. Face Shell 42.8 336.7 88.3 2.63 32.8 36.9 39.7 42.5 45.2 48.0 Hollow 48" o. c. Face Shell 40.7 332.0 87.1 2.66 31.3 35.5 38.2 41.0 43.8 4�.5 Hollow 56" o. c. Face Shell 39.1 328.7 86.2 2.68 30.3 34.4 37.2 39.9 42.7 45.5 Hollow 64" o. c. Face Shell 38.0 326.2 85.6 2.70 29.5 33.6 36.4 39.2 41.9 44.7 Hollow 72" o. c. Face Shell 37.1 324.3 85.0 2.71 28.9 33.0 35.8 38.5 41.3 44.1 633 >i iTmHamset/Red Head TAPCON 4.73 PERFORMANCE ULTIMATE PULLOUT IN CONCRETE (3145 psi) Embedment Depth (inches) Anchor r Diameter 1" 1-1/4" 1-1/2" 1-3/4" • 3/16" 341 lbs. 581 lbs. 863 lbs. 1059 lbs. ' 1/4" 718 lbs. 1138 lbs. 1537 lbs. 1860 lbs. Test#CH 3932/Pittsburgh Testing Laboratory ULTIMATE PULLOUT IN HOLLOW BLOCK Embedment Depth (inches) Anchor Diameter 1" i-i/4" 1-1/2"* 1-3/4"* • . . 3/16" 209 lbs. 357 lbs. 468 lbs. 547 lbs. *go* ' 1/4" 406 lbs. 615 lbs. 851 lbs. 984 lbs. :00:0: ••**•* *•" • ••.•% • Test #CH 3748/Pittsburgh Testing Laboratory Embedment in solid pprt"m of hollow bloc • •' �•• • ULTIMATE SHEAR STRENGTH . •, ....�• ' Shear Strength Shear Strengtg • .... .....• Anchor Anchor 3145 psi Hard Lightweight...., +• •• Diameter Embedment Rock Concrete Hollow Blocl ..... 3/16" 1-1/4" 852 lbs. 731 lbs. •"'• +••••• • ' ....• 1/4" 1-1/4" 1604 lbs 1058 Ibis'. . Test #CH 3932/Pittsburgh Testing Laboratory *NOTE Indicated pull-out and shear failure values were obtained in tests witnessed by Pittsburgh Testing Laboratory personnel - Designated holding power depends on the quality of the masonry material,depth of embedment and proper hole size. These figures are offered only as a guide and are not guaranteed in any way by Illinois Tool Works Inc. The figures indicate average ultimate pull-out and shear failure values. A safety factor of 4:1 or 25%of ultimate pull-out value is generally accepted as a safe working load. However, reference should always be made to applicable codes for the specific safe working ratio All values are based on close tolerance holes drilled with Ramset/Red Head Tapcon carbide drill bits. Performance of the Tapcon- anchor may vary in extremely hard concrete aggregates. Consult your Ramset/Red Head representative for further information As in the case with all applications, Ramset/Red Head can only suggest typical fasteners for typical applications and that the connection design is the sole responsibility of the Building Design Engineer,Architect or otherwise responsible person charged with the design of the connection. For further product information please contact the nearest Authorized Ramset/Red Head Distributor. NOTE The fixture thickness being anchored and the depth of embedment in the masonry material determines the anchor length. A minimum of 1'and a maximum of 1-3/4" embedment is recommended Hole depth must be a minimum 1/4' deeper than the anchor embedment.Tapcon Anchors must be installed using all Ramset/Red Head system components(Tapcon Anchors, Condnve Tools,and Tapcon Drill Bits) in order to qualify for ITV Ramset/Red Head system support ANCHOR SYSTEMS °fI'W Ramset/Red Head, 1992 -A40- Not to be reproduced without written permiss ion. �rTmliamset/Red Head TRUBOLT WEDGE 4.13 PERFORMANCE DATA 1 CARBON & GALVANIZED STEEL TRUBOLT WEDGE ANCHORS FAnchor Embed- 3000 psi 4000 psi 5000 psi went in Concrete Concrete Concrete Concrete Ultimate* Ultimate* Ultimate* Ultimate* Ultimate* Ultimate* Pullout Shear Pullout Shear Pullout Shear Lbs. Lbs. Lbs. Lbs. Lbs. Lbs. 1/4" 1-1/8" 1224 1694 1559 1828 2008 1926 1-15/16" 2670 1779 2999 1910 3024 1983 -- ---- L 2-3/4" 2857 1863 3051 1991 3100 2040 3/8" 1-1/2" 2763 3453 3219 4029 3537 4103 3" 4819 3908 5678 4305 5943 4490 4-1/2" 5290 4363 5935 4581 6190 4876 1/2" 2-1/4" 4158 5400 5384 6900 5519 7487 • 4-1/8" 6051 5939 7333 7449 9907 7968 6" 6975 6478 9003 7998 84q9,.. .. 5/8" 2-3/4" 6136 11724 8000 12478 8463'•' 12478*, ••• 5-1/8" 8486 12456 10178 13285 12751 13=* �••••• 7-1/2" 10941 13188 12453 14092 1501 0 14092 . • 3/4" 3-1/4" 8072 17024 9921 18128 10553 �• 18656'.. •••••• 6-5/8" 12515 17509 16489 18585 1707t�•• 19034... •, 10" 14074 17993 19953 19042 2314$ 19401:• 0.40.. • t 7/8" 3-3/4" 10810 20737 13672 25122 14079 25122.9. :0.66: 6-1/4" 14619 22405 20029 25122 25116 2512L... ' 8-3/4" 15337 24072 20707 25122 2533E 25122••• '•;". 1" 4-1/2" 17347 25686 20871 28431 21947o•••� 32888• • ••'•'� 7-3/8" 25122 27179 30610 29763 35094 32888 • 10-1/4" 32776 28672 37820 31094 40510 32888 1-1/4" 5-1/2" 21463 39004 27166 44385 29857 48510 8" 39836 42157 53261 46776 54696 48709 10-1/2" 47558 44680 60417 48689 63108 48868 ` Tie 1-i/8" 1224 N/A 1559 N/A 2008 N/A Wire Footnotes: `Ultimate load capacity in 3,000,4,000 and 5,000 psi stone aggregate concrete. Ultimate pullout and shear loads are indicated for the deppth and embedment in concrete shown in the "Embedment in Concrete" column. Based on Independent Testing Laboratory tests, AT EC Associates,Inc. Report #5-3205 dated 12/11 185. Copies of report available on request. Safe worlrin&loads for single installations under state loading should not exceed 25%of the ultimate load capacity. For information on other conditions,contact your nearest factory representative. 1-1/4"diameter carbon steel anchors were tested at a depth of 10-1/2" for tensile capacities, and 10" for shear" 1" diameter stainless steel anchors were tested at a depth of 10-1/2" for tensile capacities,and 10-1/4" for shear. For load capacities in structural lightweight aggregate concrete,refer to ICBO Report#1372 or contact Technical Service Department. For extreme low temperature applications use stainless steel anchors. NOTE: Capacities shown in Selection Chart are based on most recent testing performed in compliance with ASTM E488 and ICBO Research Committee Standards for Testing Expansion Anchors in Concrete. ANCHOR SYSTEMS c ITW Ramset/Red Head, 1992 -Al2- Not to be reproduced without written permission. i DETAIL SKETCH SCALE: 46-B7 C,4.°/N �, Gj I � W"STE•8 METE,r? 25' I '�• �O Q I O ' FOUND 7,eee-47 T70 .B }. ELEC eQrc� � O ELEClQ/C. /� tL Gyoop V fr 1 K, J I Q °�� A �� . ° ,4 041,e/ED,4Tq' H .;a" a ,./I o A- ?x44' 1 fin' wa>�Q 6 0% O vacve 6(ai C4rCH S' M41v1pwE CUQIiE O./T.4: o BAST✓ UMU 77- //�7 1 -7OD C//I1 t�/.' ✓/Y• ✓ Biy/TAQY 903 S'r4 ViTAQY G" 90 o I M.4.vh'OCE s M.I.u.S�ocE ,/:,�OD� �t/OTE•' SET�2"PjPE A.VO Ld-GP7 �•4PQTQG� ! �! r°QOPE?TY G°o,PW05? , EXCEPT.4S NoTe.D. i 'PROPERTY ADDRESS: 971 5'11/ (997Zh ST. FLOOR ELEVATIONS: P20PER Ty cotes-rAyNg FLOOR- GARAGE: OTHER FLOOR- — S. W 84ry. 76;ee. lo.e7' ,r/C5°l/=o,3"E N " SKETCH ' OF SURVEY LEGAL DESCRIPTION: .U.00'-20=/5 H!� LOT /—, BLOCK s'/1'�49/ ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 1.43 AT Ni7 y PAGE 90 OF THE PUBLIC RECORDS OF MIAMI— A?- DADE COUNTY, FLORIDA. f's4f"we 3 y V A= 2G,44' g Q o CERTIFIED T0: Q- 7.00' 27.5C' ' ��?/vorE 2o40J 4 11 00' T2.4cT ':4" BENCHMARK No.1 (ELEVATION= N.G.V.D.) N20,W.F4S7 �_ 9G.OG;�JEgSUQED _ 1 - 20,53' COQ eR Or X W. .58/h. 4 tle' INO S.N! BGfh. ST. 60°3.1'45"e 170 /5' ��'Y• BSTy �j�eET BENCHMARK No.2 ELEVATION= G -11C N.G.V.D.) .V4 1[ O/SC 47 .4rF OF S,�1! 84'1h• TE,Q,Q, OY LOCATION SKETCH Al W. CO3eVf0 DF"sf1,4WA00,04,QTY'.' SCALE: / 40' SURVEYOR'S NOTES: LEGEND: I o� or oA denotes EXISTING ELEVATIONS 1. THIS SKETCH IS NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND denotes CENTERLINE ; Aleos. denotes MEASURED MAPPER. 2. DISTANCES SHOWN ALONG PROPERTY LINES ARE RECORD AND MEASURED, UNLESS OTHERWISE NOTED G47V denotes CABLE TELEVISION BOX N do D denotes WL & DISC 3. ELEVATIONS, WHEN SHOWN, RELATE TO NATIONAL GEODETIC VERTICAL DATUM (N.G.VD.) OF 1929. C.BS. denotes CONCRETE BLOCK STRUCTURE OHW denotes OVERHEAD WIRES C. denotes 4. UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE UNDERGROUND UTILITY ITEMS 5 THIS SURVEY IS SUBJECT TO EASEMENTS, RIGHTS-OF-WAY, AND OTHER MATTERS WHICH MAY BE REFLECTED'BY A SEARCH OF CATCH 849N , R denotes RADIUS TITLE TO THE SUBJECT LANDS. C.LF denotes CHAIN LINK FENCE i D denotes DELTA ANGLE 6 THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITY (ENTITIES) NAMED HEREON. E,CERTIFICATION Conc. denotes CONCRETE A denotes ARC DISTANCE SHOWN HEREON DOES NOT EXTEND TO ANY UNNAMED PARTY. SiT"1 '�r�/j/° 7. THERE ARE NO VISIBLE ENCROACHMENTS, OTHER THAN THOSE SHOWN HEREON, i :y�J U 01A� 41 Esmt, denotes EASEMENT Rec. denotes RECORD 8. BEARINGS RELATE TO AN ASSUMED BEARING (.t'619--°�9=45'E ) ALONG -4f 9'0,-SW,9916. i''ntr E¢iG0 B ff9,�4sE3e 9. PROPERTY FALLS WITHIN FEDERAL FLOOD HAZARD ZONE "�E PER FLOOD INSURANCE RATS •IT 58 �- ,,7 I.P. denotes IRON PIPE WF denotes WOOD FENCE SEX MAP DATED. ✓�[Y r7,/995 ELEVATION- /00 " LP denotes LIGHT POLE ICU denotes WATER METER TYPE OF SURVEY: 4,4,V0 TOPOG2A,0i1/C PREPARED FOR. /�/Cy�Q�"Be/`NOGTi(/;'C' N0 ' 'T;,..REtIS10NS FIELD BOOK REMARKS CERTIFIED BY: SCHWEME—SHISKIN & ASSOCIATES = 1�eC' '(e s Ij, �°�'�+ ="k }�� ASST V.P. LAND SURVEYORS - ENGINEERS - ARCHITECTS - LAND PLANNERS ( XLSSTATE OF 6A9. PIERRE E. CALVET PLS No.3369 3240 CORPORATE WAY MIRAMAR, FLORIDA 33025 TEL•(954)435-7010 DADE:(305)652-7010 F, (( pS) 11941 S.W. 144th. STREET MIAMI, FLORIDA 33186 TEL(305)233-9210 FL. KEYS(305)451-334sy FAX`3(714 ` ASST V.P. ORDER No.: 4445 2 DATE. 2-/d-?000 FELD BOOK -0.42.1.4 PAGE: -B2 f' r�Y a �rNlast PIERRE E CALVET PLS No.3369 RD I HEREBY CERTIFY: ASST. V.P. THAT THE ATTACHED 'SKETCH OF SURVEY By r�r DATE: PIERRE E. CALVET PLS No.3389 AN THE PROPERTY SHOWN HEREON D TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPEDOPTEI AND DIRECTION.A PIERRE E CALVET ASST. VICE PRES. THIS SURVEY COMPLIES SSIO THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA PROF. LAID SURVEYOR No 3369 ORDER No STATE BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS PURSUANT TO CHAPTER 61C17-6, STATE OF FLORIDA I ASST, V.P. FLORIDA ADMINISTRATIVE CODE DATE: PIERRE E. CALVET PLS No 3369 I �