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5975 SW 62 ST_EB-93-215 C=TY OF SOUTH M=AM= .mow, A Building & Zoning Department 6130 Sunset Drive, 2"a Floor Fax #: (305) 666-4591 South Miami, Florida 33143 Phone: (305) 663-6325 J.W. Thomas January 5, 1994 5854 SW 62 Street South Miami, FL 33143 Dear Applicant: This letter is to inform you that your request for the approval of ADDITION- & NEW ROOF (Residential) , 5975 SW 62 Street was presented to the Environmental Review and Preservation Board (ERPB) at their meeting on Thursday, January 4, 1994, and was Deferred 3-0 based on the following conditions(s) : Lack of details and dimensions on the drawings Missing information a proper floor plan; elevations; building (wall) sections electrical and plumbing plans The owner is advised that he must produce drawings which are acceptable to the Building Department A professional is suggested to be employed to make accurate and proper documents before returning to the Board Final approval by the ERPB is not authorization to begin construction. You must receive a valid Building Permit after approval by ERPB. All permit applications must observe a seven (7) day ERPB appeal period before such permits can be issued. Final decision by the ERPB may be appealed to the City Commission by written request to the City Clerk within seven (7) days of said decision. Final approval by ERPB shall elapse after six (6) months if no permit was issued. If you have any questions concerning this matter, please, contact the Department between the hours of 8:00 AM and 5:00 PM, Monday through Friday, at (305) 663-6326. Please refer to file # EB-93-215. CITY OF SOUTH MIAMI © BUILDING AND ZONING ENVIRONMENTAL REVIEW AND PRESERVATION BOARD APPLICATIOIti ADDRESS OF JOB: 5 9-7 S S.W, ('2 I SOUTH MIAMI , FLA. PROPERTY OWNER: J, W , I DNI IES PHONE: G66 •- 9-0 71 MAILING ADDRESS: _ '5 9-7 S �. W, !�2 I ZIP CODE: 3314-3 FtL.EV-4 H MMoND APPLICANT'S NAME: J ER-oME F I LE(Z AQGN1 TcC.TS PHONE: 4-44-- 5'714- MAILING ADDRESS: 4 8 ST ZIP CODE:331SS LAS THE APPLICANT, PLEASE, INDICATE YOUR RELATIONSHIP TO THIS PROJECT: OWNER OF THE PROPERTY TENANT/LESSEE CONTRACTOR OTHER: OWNER OF THE BUSINESS ARCHITECT ENGINEER WHAT IS THE PRESENT USE OF THE PROPERTY? SINGLE-FAMILY RESIDENCE BUSINESS OFFICE R 11 ETAIL STORE OTHER: APARTMENT OR TOWNHOUSE MEDICAL OFFIC E AUTO REPAIR DO YOU INTEND TO CHANGE THE USE OF THE PROPERTY FROM THAT STATED ABOVE? ✓ NO _ YES, THE NEW USE WILL BE: PLEASE, BRIEFLY SUMMARIZE THE WORK YOU PLAN TO PERFORM: N E U ROOF F RLo M F 1.A7 1'0 -4 12 I?oo F A17D ITIoKj E.',-3 20' X 2 S GA'RAGF WHAT WILL THE TOTAL COST BE TO COMPLETE THIS PROJECT? $ 5 Jr�QOCa PLEASE, INDICATE CONTACT PERSON: PROPERTY OWNER APPLICANT OTHER Provide name & address on other side of this form ERPB's decision will be mailed to the contact person indicated above. PLEASE SIGN AND DATE THE APPLICATION: 1 !22 94, PLEASE SIGN YOUR NAME ON THE LINE ABOVE TODAY'S DATE In order to allow the entire process to proceed as quickly as possible, you may submit a completed Building Permit Application when you apply to appear before the ERPB. Those plans submitted without complete Building Permit Applications will be disposed of sixty (60) days after being reviewed by the ERPB. If you have any questions concerning this matter, please, contact the Department between the hours of 8:00 AM and 5:00 PM, Monday through Friday, at (305) 663-6326. P Filer & Hammond Architects, Inc. Lic. No. AA-CO02179 . 7438 S.W. 48 Street, Miami,florida 33155 + 305/444-5714 • Fax 305/662-2596 TO THE CITY OF SOUTH MIAMI: THE RENOVATION OF THE EXISTING RESIDENCE AT 5975 S.W. 62 ST. IS TO CONSIST OF A 8'-0" BY 12'-6" BEDROOM ADDITION, A 26'-0" BY 9'-0" PORCH ADDITION, A NEW 4 : 12 ROOF TO REPLACE THE EXISTING FLAT ROOF AND A NEW 25'-0" BY 20-0" GARAGE. C� ZONING REVIEW SHEET DATE: PROJECT: /9&-p a/ ADDRESS• OWNER: TELEPHONE: DESIGNER: TELEPHONE: DISTRICT: L's 2 V LOT OF RECORD: ALLOWEDaEOUIRED PROPOSED NET LOT AREA: FRONTAGE: FRONT SETBACK: � °'� ��` 3 y REAR SETBACK: SIDE SETBACK: CORNER: ADJ. TO RES. : BUILDING HEIGHT: BUILDING COVERAGE: SO IMPERVIOUS CVRG. : ��r/o �C1 ✓° v F A R: LANDSCAPING: PARKING TOTAL: STANDARD: COMPACT: HANDICAP• COMMENTS: REVIEWED BY: /I�. ,�� lo g 6>> -, t 3�9 �P� 37aa3� .3 - �ix42 . ��. cat�s- 168° 127��lF A�vr N Gcx lB r 70 . x - l� a f /f, /* d IC6� F. ` FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION T FORM 600C-93 Residential Limited Applications Prescriptive Method C SOUTH 7 8 9 r small Additions and Renovations Department of Community Affairs with Metned C of Chapter 6 oI the Florida Energy Efficiency Code may be demonstrated by the use of Form 60OC-93 for additions of 600 square feet or less•site- ns;al,ed co�ponents sanufaclured homes.and renovalions to single and multi,ami,y residences. Alternative methods are provided for additions by use of Form 600E-93 or 600A-93. PROJECT NAME: BUILDER: } AND ADDRESS: 2 ST PERMITTING CLIMATE 3 OFFICE: ZONE: 7F-] 8 1 9 PERMIT T"NoM- A's JURISDICTION NO.: l��,'� ®i® Sf::ALL ADDITIONS TO EXISTING RESIDENCES(600 Square feet or less of conditioned area). Prescriptive requirements in Tables 6C-1,'6C-2 and 6C-3 apply or,lyto the comyunents of the addition,not to the existing buii¢ing. Space heatiho,cooling,and water heating equipment efficiency levels must be'mEl only when equipment is installed speuf tally to serve the addition or is being installed in conjunction with the addition construction. Components separating unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels. RENOVATIONS(Residential buildings undergoing renovations costing more than 30%of the assessed value of the building). Prescriptive requirements in Tables 6C-1 and 6C-2 apply only to the components and equipment being renovated or replaced. MANUFACTURED HONES AND BUILDINGS.Only site- nsralied components and features are covered by this form. Please Print CK 1. Renovation, Addition or Manufactured Home 1. r l4/J r 2. Single family detached or Multifamily attached 2. 61 A16 I iF 3. If Multifamily-No. of units covered by this.submission 3. _ 4. Conditioned floor area (sq. ft.) 4" 5. Predominant eave overhang (ft.) 5. 2. I.-C2 6. Porch overhang length (ft.) 6, 7. Glass area and type: Single Pane Double Pane _ a. Clear glass 7a. 2:1. sq. ft. sq. ft. b. Tint, film or solar screen 7b. sq ft sq ft 8. Percentage of glass to floor area g, '2 0 % A9. Floor type and insulation: a. Slab on grade (R-value) 9a. R= O sq. ft b. Wood, raised (R-value) 9b. R= sq. ft. c. Wood, common (R-value) 9c. R= sq. ft. d. Concrete, raised (R-value) 9d. R= sq ft e. Concrete, common (R-value) 9e" R= sq ft 10. Wall type and insulation: a. Exterior: 1. Masonry (Insulation R-value) 10a-.1 R= - sq. ft. 2.- Wood frame (Insulation R-value) 10a-2 R= (] sq. ft. b. Adjacent: 1. Masonry (Insulation R-value) 10b-1 R= sq. ft. 2. Wood frame (Insulation R-value) 10b-2 R= sq. ft" c. Marriage Walls of Multiple Units` (Yes/No) 10c 11. Ceiling type and insulation: a. Under attic (Insulation R-value) 11a. R= 7._sq. ft. b. Single assembly (Insulation R-value) 11b. R= sq, ft, 12. Cooling system' (Types: central, room unit, package terminal A.C., none) 12. Type: SEERIEER: 13. Heating system`: 13. Type: _ (Types:heat pump,elec.strip,natural cas,L.P.gas, room or PTAC,none) HSPF/COP/AFUE: 14. Air Distribution System•: a. Backflow damper or single package systems* Yes/No) 14a.. b. Ducts on marr a' e walla sadequately sealed' (Yes/No) 14b. L Ff d 15• Hot water system. ,.•4•,.,, 15. Type: L�C • ISTin)1G _ (Types:elect,r�atl7ral GAS, °other;.;crorte EF: •8$ Pertains to manulactur' homes with site n tailed components. I hereby certit !hat `� ' Icatio4leov.ered by the calculation are In Review of plans and specifications covered by this calculation indicates compliance compliance wi for a ej c o with the Florida Energy Code. Before construction is completed.this building will be PREPS eY �i inspected for compliance In accordance with Section 553.908,F.S. he DATE Is 5 Ildtng Is In com,,tnanc .�it the Florida Ener y� _. gy ooet- / BUILDING OFFICIAL: - OWNER A . - - - - - - - - rvT DATE . DATE - FOR SM.,'LL �,-CYD So. t.zrd Less)•REN'OVATI-O"'S 70-'�XIST'NG BUILDN'GS AND SiTE-IN S i ILLE I,COVIPONE'll-IS 01-MANUFACTURED URED PRE SCn;PT1YEREGUI EVEN INSULATION 'A INSTALLED Cow P Of";-:NT INSULATION I INSTALLED EOUIPMENT EFFICIENCY EFFICIENCY Central X/C-srr.,!,. SEER = 10.0 SEER = R-5 Fra Concre me.l2*x e R-11 S:r,f,";=P K SEER = 9.7 SEER = 0 Frame;2'x 6• 9 0 Room unit or PTAC E ER = 8.5* EER = < Common,Frame R•11 Common,Masonry R-3 El AMY . Electric Resistance in p•S.D 14, 6.8 HSPF 0 Under Attic R----0 0 Heat pur z Single Assernb!y:enclosed R-19 PKO. H,S PF = 6.6 FISP= < Single Assembly:Opened. P-10' Room unit or PTHP COP 2.7' F!,SPF 0 Common,Frame R-11 L) COP LO Slab-on-grade lo'Minimum e7 Gas,natural or propane AFUE .78 AFUE a: Raised Wood R-1 1 0 Fuel Oil AFUE .73 AFUE 0 Raised Concrete R-5 -j LL Common,Frame R-11 NI Electric Resistance EF = .88 EF = I :: .54 EF = < Gas; Natural or L.P. E = 0 In unconditioned space R-6 A :D No minim-irn In conditioned space Fuel Oil EF = .54 EF = See- TABLE 6C-2: PRESCRIPTIVE REQUIREMENTS FOR GLASS AREAS IN ADDITIONS ONLY iJ,Lximur-,)pciceril ce class to liCV area allowed is selected by type.ov=erhang icno"11h.and shad:nr,cc-0 Installed GLASS TYPE,OVERHANG,AND SHADING COEFFICIENT REQUIRED FOR GL ASS PERCENTAGE ALLOWED UP TO 20% UP TO 30016 UP TO:01t UP TO 50*16 Sin":. Si- Double Sincile Double _ I Double Single Double nCie OH-SC OH-SC CH-SC OH-SC OH-SC I OH-SC OH-SC OH-SC V-1.0 0'-.90 2%1.0 V-.90 3%1.0 2'-.90 4 •1.0 0'-.80'. 1'-.85 0'-.70 2'-.86 1'-.70 3'-.66 2'-.70 0'-.ES 1'-.65 0*-.50 2•-.65 l'-.50. 0 1 0' .45 0,-.S5 Shading coefficients(SC)may be obtained from the manufacturer. Sinoie clear SC=1.0.double clear SC=.90,and sinale tin',SC=.86. TABLE 6C-3 I MINIMUM REOUIREMENTS FOR ALL PACKAGES COMPONENTS (SECTION j REQUIREMENTS 1CHECK. Exterior Joints&Cracks 606.1 ITo be caulked,caskelled,weather-stripped or Olher,,,*,isee sealed. I Interior Joints&Cracks I 606.1 1 1^11 openings in interior suriaces of ceilings and exterior wells must be sealed. Sole &Top Plates 606.1 jSoie plates and penetrations through top plates of exterior walls must be sealed. Infiltration Barrier 606.1 11rifiltration barrier must be installed in exterior walls&raised wood floors. Fireplaces 605.1 Fi,eplaces must have flue dampers,glass doors and out side combustion air intakes. Exhaust Fans 606.1 (devices fans vented to unconditioned space shall have dampers,except for combustion devices with integral exhaust du'ctwork.- stion air, Combustion 606.1 !Combvstion Space and water heating systems must be provided with outside comibu Heating exceol for direct vent appliances. Water Heaters I 612.1 Connp!y will,.efficiency requirements in Table 6-11. Switch or clearly marked circuit breaker(electric) VIA, lor cutoff(gas)must be provided. External or built-in heat trap required. ---. e e Swimming 612.1 SP?.s&heated pools must have covers(except solar heated). Non-commercial pools must v a Pools & Spas (pump timer.Gas spa& pool heaters must have minimum thermal efficiency of 78%. IVA i Hot Water Pipes 612.1 1 lion is required for hot water circulating systems,(including heat recovery units)and the first P111, until piping enters an insulated well or slab). I - i8'of piping from the wa'ter healer(or un Shower Heads j 612.1 (Plater flow must be restricted to no more than 3 gallons per minute at 80 PSIG HVAC Duct 610.1 '-It ducts,finincs,mechanical equipment and plenum chambers shall be mechanically a"tiached, be Construction, s=alzd,insu!a1ed and installed in accordance with the criteria of Section 610.1. Ducts in attics must 4 A Insulation&Installation insulated to a minimum of R-6. Air handlers shall not be installed in antics unless in mechanical closets.(.s. HVAC Controls 607.1 I Separate readily accessib!e manual or automatic thermostat for each System. IWAI G--N-RAIL DIRECTIONS: Urn VE%jes lisl-d.Components and eqrPrr,,,n:n-w,e!t)-in;2dCe'not fMNT-Z 17.2y t<leh bank ows z,ez o.al!nor, 2. ADDMONS ONLY. Delenrni^A th.;Arunlace of new ciass.1* floor area in the atzze.-on as i-liows T.:a'in-2!e2s e.all c.;--ss Ano 012s,ovr�j�.c O!z--s door panels. Do�b;e I.- ri:s e subiraccled 1r0^I, ?:zz rDof 9!2ss art,,,2dd f io--e prev-Dvs total. W-h-lin�-Zss in flivin",ers-ilor W2111S IS t1eln; 0! DY 111-f an Z`nD�.Jnl e0*,;2,to"ne 10!3i Vea 0!: �Zss ray b Dr.Tatq 6C-2.Frescrlp'vves D�r-'.e Ine adju-s*,ed glass area F*or vEz 0!-,A �,,cjenj allowed is knual g!-ass are givehloythe type of glass(Sin;ie VD:--rVe Panfland th- 10�ilpalfed W::n 2 tS:) Fc!ao!veno;?.S$ti:*Z'I'�D,ema,-ig-1--,emil;lnu!-.s"-Ett.lc.�cr W,n6o%-s and doors prev Dvsfyi&r--.--ere,,,w waits of the ho,4e a�t,-!rig,lelnzalled in Ine 2dw-orl-co not r-e,l'•, w:11ir-e ovemarc Zz s•aoml:cofmi^-E•l IC-2,X'=!.A.nisonTa:i;e 6C•2. -:M, the fequaemenl to,one 01 to OpDns in the c as$ cz!toy you ino,:ziel csiecg. �1 2 two too!overl an whose lows,- 3 RENOVATIONS 0-Y Y. SS nee,4s to m-:m IN;,wln;reouvemenis. Any 9:2ss if,--a.-.,sn.zz-:%:o-*.".::,en:17,2)t-E Use:iV 0;2SS Vi-2$";V'-Ve tr�.r a'fee -or o? 4 Cor- page nplile Ini info=aiom re,-vevied or,me 10P hall of 1.1"I:.�---l- AtIft,ns any RenDvetrors lag-e 6-j ar-1.---e:k at Filer & Hammond Architects, Inc. Lic. No. AA-CO02179 . 7438 S.W. 48 Street, Miami, Florida 33155 • 305/444-5714 • Fax 305/662-2596 TO THE CITY.OF SOUTH MIAMI: THE RENOVATION.OF THE EXISTING RESIDENCE AT 5975.S.W. 62 ST. IS TO CONSIST OF A 8'-0" BY 12'-6" BEDROOM ADDITION, A 26'-0" BY 9'-0" PORCH ADDITION, A NEW 4.: 12 ROOF TO REPLACE THE EXISTING FLAT ROOF AND A NEW 25'-0" BY 26'-0" GARAGE. Filer & Hammond Architects, Inc. Lic. No. AA-C002179 . 7438 S.W. 48 Street, Miami, Florida 33155 • 305/444-5714 • Fax 305/662-2596 TO THE CITY OF SOUTH MIAMI: THE RENOVATION OF THE EXISTING RESIDENCE AT 5975.S.W. 62 ST. IS TO CONSIST OF A 8'-0" BY 12'-6" BEDROOM ADDITION, A 26'-0" BY 9'-0" PORCH ADDITION, A NEW 4: 12 ROOF .TO REPLACE THE EXISTING FLAT ROOF AND A NEW 25'-0" BY 26'-0" GARAGE. I' LFER31ED A �J JAN 0 4 lss i DEFERRED J 1� � � t 2 c� _0Q)+ N \ t 2 u M � �• t i o o TO t ; It, M � N � � W CJ 117 IJ v J\ ` cb iv p :'7 AIM II U N RV E Y 0%.152, (P-Ec-� 1* t4qn ease l(4, 30 (Mc-AS r. X— -f- vo z t? 43 LIE-Ttz R FN woo") SV4t� cK A,;5 C) oci LI) dr) 2420, LOT 7,5 0 "Z7 # Q 30 r N, O Li r ly .0 Uv �f Ln Lu CIT W00i> UTIL%rl( rct�0 ow c I�IW A i Cv.d SQ 1"kLksi 0, T l (a (?\E-c s S. Rt\tRk<WI\Y STREET,, (A.5FtAkL-T 0 A I Ln Lp 7z r S.W Co ?gFR tk.F :5w F- C. zs Twp 54 DEFERRED JAN 041894 �n 't DErEnrDrr s r � s `2 y �\ , to � C2 � z ss VA r_!� �'I L �V {J Lev � - ��I"l�.s 't- : '• k CID g"1 N AX LO } e` 1 i' II BOUNDA 'r-11Y U RVLY a `} s CALF I,,_ 2(D, V � �I 11 .52 (P-ec.� o l l 4 • 3 O �ME AS jam. 7.o w n o o Ft n1 .. ( `)� --► 5�.0 `W4TlR /�ieR t �. FN w0G O O I , FkA�1lE Sk, r l 1 `�%,' � .� �( vp � _ CN c opt. .l4aj. ZUC� + 0.55• 1 S.S' {y' � '1 r r� o `E i C I ti � � �9 ' . i 2 c� I �c�.�- )�� P � gyp, ID o c•�.ca LOT, s NO CD 9 1 U Lk LJ SZ.38 ` 111..- 20. i v I Q�4 o I Q ao �\ a*, -q `Vii s WOOD UT1l.IT`( POI l"r(� o a 1.5 SQ CowG ?'LklsSERS ow R� FNS 1 L.1�. f Il`f. 3(o� �MEAS.) o' cvea RE F-T yP (a5PNAt_T ROAD) . O A I In Q W - -9---- -- --- 600 -,- �' co?csEc� , �c.E l�� SW SEC. 2.5 TwP 5 �O 4 X C {,• ay ,�✓ ' at -, .`. • a 1 ?- J o 1 l- N ol IN . o \� 1 ' LU of 2 �d 1 61 a � - w { 1 N � SU RV EY U Y 3 5 CALIF 1 20, MIE C. U3 oaf vT stagy Y, eon 1(4. -30 ' (N C-A-S" � ` T.o 0 0 Frt4 ce l — — — j o �. -\\ -p � 'WOOD Fk►,�E sN��D � -_ � r.P. CowL. -ID tn a e2 oor- Ll 1 - { �! ` '� $O V- �''fir. �. M9 - - Lj r, Oc Li ` r 52.3 _ G�� 2�•° /lam, L5 l,- ` -i i OS P *co C) 6i 3� �9 t N +�D 053'. i IV WOOD UTILk" POLP- FNt�3 I.t�. �- �' 1.5 SQ.�oNG PIIASY �S ou R113 c=' _+I I QC rNP s s.w Cv?�iF-R , WE 1 j� , sw 14 y {~ U' W c q O i y) Ak0 110' �----- - - S7- F, 8 4.z 11 IV on F- (30-1-5" g q o + 25 la+tz' FCORtit �= Jed �A��.LEi ►aM�. ��k 48) . -- -- -- sec : Z5 S'f' v t LOCATION SKETCH 15cN E.: t" V 100' • s'L� 2 A)e��LO CZ r r "'��,vU ~�-�, ..'Ti��. .: t't.i�T �►�ER��F pt5 '2K�iQDE� fl�a�b� PI.A �one 4 �rt Pn( 8 o •`'.S..t' n,� nn �� j R Jib RkG N`T E .- '. I 20m v�pc FLOO�Jbt f�GG R. AAlGt. A5 O (-% P.,-( S C/i 0N1 120 co 58 5uFFAX G CAC WLAt-.t1 AAJfirtt, t,R o\s�ftNcc= DACE 1°)°)3 � A• ' C 1..� � C,t.�y\�(L. 4 *;. ,mss - - -,`\A)(5,lie P_s Q.TIF:Y: TK A•t -JA%; u V300 0&Q_`f \ 1oe' t 6 r 7Ac- A30\1c- w::rck\eeb 9.q eE 4T. 15 ",Mve A41� C0.0-ttr-ty "m _rAF= 3E5T of 00ii f3eUe47 A5 �EG r--AIJX,' (w"r-A *kOA4dT-Mb OWL DiRUG-r1ot( , AL50 .+AA-' TWet§ e AO-C- iJQ Q 15 0AL, r 04t4b AX-at MC&rVS' V io l,,F 5 5 -5"OW A) OA)•C M, nti i AJA-rt O•a OV TA E A p'5y 0 Ac.3- dY j rrc ;\t 'WWO 6 -M -r6 -m~rc-,O-A,AJE eFa at t, . I N 5-r(I r+\C N's S , J7 A NY A Fec Tn N G Sic` M � T Tl� jvo,)%tAt)N` +`CG�1►�1iV+L Mot i+� �Et2th5 s T 'T e(,o AA A 5� R� Z,47 LA N AL °n �+ OAtt; 0&)( r stiA� u� � cM�OSs�, so�� =^wz 's s aw A4:6 A ( 44; •iA fite&� fact r ,t(o 2 Ca A t� s0 rt �kC1 c o R Ak- f3 L(-S�: FL cam• t O A, •3 2 •.: � D � 33134 k i i k AAAM IJ R ti� /�—�7 -�—c O�J• c� c.g �� -F(C4 WE ASS 9 , .G 7S ,I I 2G X CtN AJ F L� 5'�KAr E I k F a s a—A iA—z is—e — o, I m DGE3 ro m SCEs m A2 e 11 Ill H m n f ~ 1 W cn W 11 r i 00 1 11 s i f ' m m •�+ N N N i FF . m v OJ i i i l I I DIES If 11 1 H M \ { _ — r 0 � I A C j N co M N o � f C'7 i m m M m m ; a°o as —i c CIO= o —I c rn rU _ s N m ' Z C 2 m Lnn LO v � O N I Cn Q � 3 � I N U w Z = -.4 �ti Ln w C7 10 Q, CIO ; Mon May 03 12 : Customer 40: 13 1993 Project #: TOMASI Truss ID : T01 Family # : 103 §pant, : 16-41 Quantity : 2 Top Pitch_:_4 . /12 y ------ --------- -------------------------------------------------------------- FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 9997. 5-6= 6405 2-8=-9290 8=-13573 8.00 2-3=-1266 6-7= 6405 2-7= 12025 5=-4870 8.00 y 3-4=-1266 7-8=-9515 3-7= 516 4-5=-6777 8-1=-9515 :` 4-7=-5839 4-6= 4108 LOADING COND. # 2, 3, PROVIDE FOR 922, 775, LBS UPLIFT AT JOINT 8 LOADING COND. # 3, PROVIDE-FOR 136, LBS UPLIFT AT JOINT 5 PROVIDE FOR 72 LBS HORIZ. REACTION AT JOINT 8 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21.[)7=8,4.5], .`2-0 5-0 8-2 11-4 16-4 L 5-0 3-2 3-2 5-0 4x5 5x1@ 3 4x5 2 4 3x6 4x8 5 �1 1 . 8 7 6 3x4 9x14 3x4 5x6 SPL. 5-0 1 8-2 11-4 16-4 5-0 3-2 3-2 5-0 L. HL TO PH:8-7-5 R. HL TO PH :8-7-5 LEFT HEIGHT:0-3-15 SPAH:16-4 RISE:3-8-18 RIGHT HEIGHT:8-3-15 ----- ------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2-0.959 TOP CHORD:2 4 No.2 19 SP TOP [30 15 BOTT 5-6=0.993 BOT CHORD:2*6 No. 1D 19 SP BOTT 0 10 DEFL. @6=0.08 < L/360 WEBS :2*4 No.3 19 SP ----------------------------------------------- SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 1= 1049 2 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-95 3- 5=-68 8- 1=-102 3 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-68 3- 5=-95 8- 1=-102 WEB: 2-7 TO BE 2*4 No. 1 19 SP ** 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ** PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customers Mon May 03 12 :41:00 1993 Project # : TOMASI Truss ID : T02 Family # : 107 Span 31-31 --_------Quantity --:-6------------Top Pitch : 4 . /12 _____________________________________________________ • p REACTIONS - SIZE 12=-1819 8.00 7=-1216 8.00 ? 10=-806 8.00 ,1 { LOADING COND. # 2, 3, PROVIDE FOR 1038, 759, LBS UPLIFT AT JOINT 12 LOADING COND. # 2, 3, PROVIDE FOR 96, 275, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 149, 240, LBS UPLIFT AT JOINT 10 PROVIDE FOR 142 LBS HORIZ. REACTION AT JOINT 12 2-0 6-11 1 10-10-4 15-7-3 20-4-12 25-2 31-3 2-0 6-1 4-9-4 4-9-4 4-9-4 4-9-4 6-1 3x6 SPL. 3x6 SPL. 3x4 3x4 4 3x4 3.4 3 5 3x4 2 6 3x6 3x6 1 7 13 11 10 9 $ 3x4 3x4 3x6 3x4 1.5x4 3x6 SPL. 3x6 SPL. 4-11 i 10-10-4 1 15-11 20-4-12 26-4 1 31-3 4-11 5-11-4 5-0-12 4-5-12 5-11-4 4-11 L. HL TO PH:16-5'18 R. HL TO PH :16-5-18 LEFT HEIGHT:8-3-15 SPAN:31-3 RISE:5-6-7 RIGHT HEIGHT:8-3-15 --------------- --------------------------------------------------- -------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0.996 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 12-1=0.520 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @8=0.08 < L/360 WEBS :2*4 No.3 19 SP ________________________________________________________________ if SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 f i LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE, 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 12- 1=-102 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 12- 1=-102 WEB 5-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION Customer Mon May 03 12 :55: 11 1993 Project #: TOMASI Truss ID : DGE1 Family # : 108 Span: 37-5; Quantity_ : 1 Top Pitch :_4 . /12 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 entire bottom chord 4 Provide 1X4 plates at each end of gable stud unless otherwise noted 6-9-5 12-8-15 18-8-8 1 24-8-1 30-7-11 37-5 , s� 6-9-5 5-ii-9 5-11-9 5-1i-9 5-ii-9 6-9-5 3x6 SPL. 3x6 SPL. r 5x6 4 3 F 5 2 6 ,3x6 3x6 1 7 1� 9 8 t 3x6 SPL. 3x6 SPL. 9-9-2 18-8-8 27-7-14 , 37-5 , ' 9-9-2 8-11-6 8-11-6 9-9-2 L. HL TO PH:19-8-18 R. HL TO Ply :19-8-18 LEFT HEIGHT:8-8-4 SPAN:37-5 RISE:6-3-1 RIGHT HEIGHT:8-8-4 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP ' BOTT 0 10 DEFL.@0=0.00 < L/360 WEBS :2*4 No.3 19 SP ------------ ___________________________________ --------------------------------- STR.INC. : LUMB = 1.33 PLATE = 1.33 SPACING : 24 .0 in. o c REPETITIVE STRESSES USED N0. OF MEMBERS = 1 PLATES ARE MITER M20-256,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:55:51 1993 Project #: TOMASI Truss ID : T03 Family # : 108 Span : 37-5 Quantity : 12 Top Pitch : 4 . /12 ----------------- FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-5602 9-10= 5305 2-16= 94 7-11= 337 9=-2278 8.00 2-3=-4836 10-11= 5305 2-15=-757 8-11=-757 1=-2058 4.00 3-4=-4043 11-12= 4588 3-15= 337 8-10= 94 4-5=-3239 12-13=3835 3-14=-908 5-6=-3239 13-14= 3835 4-14= 600 6-7=-4043 14-15= 4588 4-13=-1081 7-8=-4836 15-16= 5305 5-13= 1628 8-9=-5602 16-1= 5305 6-13=-1081 6-12= 600 7-12=-908 LOADING COND. # 2, 3, PROVIDE FOR 378, 604, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, 3, PROVIDE FOR 704, 478, LBS UPLIFT AT JOINT 1 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 9 , 4-8-2 9-4-4 14-0-6 18-8-8 23-4-10. 28-0-12. 32-8-14 37-5 ,2-0, � 4-8-2 � 4-8-2 � 4-8-2 � 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 3x6 SPL. 3x6 SPL. 5x6 3x4 5 3x4 3x4 4 6 3x4 3x4 3 7 3x4 3x8 2 8 1 3x8 9 16 15 14 13 12 11 10 1.5x4 3x4 3x4 3x8 3x4 3x4 1.5x4 4x8 SPL. 4x8 SPL. 4-8-2 9-4-4 , 14-0-6 , 18-8-8 23-4-10 28-0-12 32-8-14 37-5 , ' 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 L. HL TO PH:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:0-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:0-3-15 -------------------------------------------------------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.805 TOP CHORD.2 4 No.2ND 19 SP TOP 30 15 BOTT 10-11=0.799 BOT CHORD:2*4 No. l 19 SP BOTT 0 10 DEFL. @13=0.49 < L/360 WEBS :2*4 No. 3 19 SP SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR -0.25 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-95 5- 9=-68 3 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-68 5- 9=-95 WEB 4-13; 6-13 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:56:41 1993 Project # : TOMASI Truss ID : SGE1 Family # : 108 Span , 37-5�j - Quantity 1 Top Pitch : 4 . /12 ----------------- • FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 74 7-8= 185 yg 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 3-4=-479 9-10= 156 . 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 iii. 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. # 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 LOADING COND. # 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. # 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 LOADING COND. # 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 12-8-15 18-8-8 24-8-1 30-7-11 37-5 2-0 6-9-5 5-1i-9 5-11-9 5-i1-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 3x4 .4 3x4 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 4-11 11-4 18-8-8 27-2 37-5 4-11 6-5 7-4-8 8-5-8 10-3 L. HL TO PK:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:0-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:0-3-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6-0.622 TOP CHORD.2 4 No 2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP ------------------------------------------------- SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12 :57 :39 1993 Project #: TOMASI Truss ID : T03A Family # : 108 Span , 37-5 Quantity : 2 Top_ Pitch 4 . /12 E °_ ____________________________________________________ =====________________ i . FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 74 7-8= 185 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 t 3-4=-479 9-10= 156 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. # 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 t LOADING COND. # 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 ' LOADING COND. # 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. # 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 i LOADING COND. # 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 13-8-15 18-8-8 34-8-1 30-7-11 37-5 -0 6-9-5 5-11-9 5-11-9 5-11-9 5-1i-9 6-9-5 3x6 SPL. 3x6 SPL. 1 5x6 } 3x4 4 3x4 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 3x6 SPL. 4-11 11-4 18-8-8 37-3 37-5 4-11 6-5 7-4-8 8-5-8 10-3 L. HL TO PH:19-8-18 R. HL TO PH :19-8-18 LEFT HEIGHT:8-3-15 SPAM:37-5 RISE:6-6-12 RIGHT HEIGHT:8-3-15 --------------- --------------------------------------------------------- ----------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0.622 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP ---------------------------------=------------ SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:58: 14 1993 Project #: TOMASI Truss ID : DGE3 Family # : 204 „Span , 11-8--------------Quantity : 1 Top Pitch : 4 . /12 _ __________ _________________________________-_________ DOTES: 1 -Gable studs spaced at 24 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 5-10 _ 11-8 5-18 5-i� 3x4 3 3x4 i 4 3x4 11-8 L. HL TO PX:12-3-9 LEFT HEIGHT:0-0-4 SPAM:11-8 RISE:3-10-15 RIGHT HEIGHT:3-10-15 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. . E Customer Mon May 03 12 :52 :48 1993 Project #: TOMASI Truss ID : DGE2 Family # : 107 Span ° 31-3j Quantity : 1 Top Pitch : 4 . /12 z___ __________________ ___________________________________________ 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 alon entire bottom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted 5-91 18-8-4 15-7-8 20-6-12 , 25-6 31-3 , 5-9 .. 4-11-4 ' 4-11-4 4-11-4 4-11-4 5-9 5x6 4 { 3 5 3x6 2 6 3x6 1 7 9 8 3x6 SPL. 3x6 SPL. 18-8-4 20-6-12 , 31-3 10-8-4 9-10-8 10-8-4 L. HL TO PH:16-5-18 R. HL TO PH :16-5-18 LEFT HEIGHT:0-8-4 SPAM:31-3 RISE:5-3-12 RIGHT HEIGHT:8-8-4 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL_. @0=0. 00 < L/360 WEBS :2*4 _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 PLATES ARE MITER 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. z-e Se-� Ss-E m � , DGES ro m SCE1 w c 02 9 i x � w cn i w 00 m m N N N A � �c m m m I ti 11 w � m 37-3 w r 0 A i A 15 rou c N O � n i m m Cn M \ J co o o c m m r C m m .. A = W 70 m •. Z7 H C o m Lnn LO = m o iv cn x m Ln w z = �r Ln c -n r C� W N cn } W � ■i C ? m f Customer Mon May 03 12 :40: 13 1993 Project #: TOMASI Truss ID : T01 Family # : 103 Span 16-4i Quantity : 2 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 9997 5-6= 6405 x 2-8=-9290 8=-13573 8.00 2-3=-1266 6-7= 6405 ! 1 2-7= 12025 5=-4870 8.00 3-4=-1266 7-8=-9515 3-7= 516 4-5=-6777 8-1=-9515 4-7=-5839 4-6= 4108 f LOADING COND. # 2, 3, PROVIDE FOR 922, 775, LBS UPLIFT AT JOINT 8 LOADING COND. # 3, PROVIDE FOR 136, LBS UPLIFT AT JOINT 5 PROVIDE FOR 72 LBS HORIZ. REACTION AT JOINT 8 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2],[j7=8,4.5], -2 11-4 16-4 5-0 3-2 3-2 5-0 4x5 5x10 3 4x5 2 4 3x6 4x8 5 1 8 7 6 3x4 9x14 3x4 5x6 SPL. 5-0 8-2 1 11-4 1 16-4 5-0 3-2 3-2 5-0 L. HL TO PH:8-7-5 R. HL TO PH :8-7-5 LEFT HEIGHT:0-3-15 SPAM:16-4 HISE:3-0-10 RIGHT HEIGHT:0-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2-0.959 TOP CHORD:2*4 No.2 19 SP TOP 30 15 BOTT 5-6=0.993 BOT CHORD:2*6 No. 1D 19 SP BOTT 0 10 DEFL. @6=0.08 < L/360 WEBS :2*4 No.3 19 SP -----------------------------------------------SPACING 24 .0 in.-o.-c.--------- REPETITIVE STRESSES USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 1= 1049 2 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-95 3- 5=-68 8- 1=-102 3 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-68 3- 5=-95 8- 1=-102 WEB: 2-7 TO BE 2*4 No. 1 19 SP *• 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ++ PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INS'T'ALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WBICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:41: 00 1993 Project #: TOMASI Truss ID : T02 Family # : 107 ' Span : 31-3 Quantity : 6 Top Pitch : 4 . /12 REACTIONS - SIZE 12=-1819 8.00 7=-1216 8.00 10=-806 8.00 LOADING COND. # 2, 3, PROVIDE FOR 1038, 759, LBS UPLIFT AT JOINT 12 LOADING COND. # 2, 3, PROVIDE FOR 96, 275, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 149, 240, LBS UPLIFT AT JOINT 10 PROVIDE FOR 142 LBS HORIZ.:"ACTION AT JOINT 12 2-0 6-1f 10-10-4 15-7-8 28-4-12 25-2 1 31-3 2-0 6-1 4-9-4 4-9-4 4-9-4 4-9-4 6-1 3x6 SPL. 3x6 SPL. 3x4 3x4 4 3x4 3x4 3 5 3x4 2 6 3x6 3x6 1 ? 12 11 18 9 8 3x4 3x4 3x6 3x4 1.5x4 3x6 SPL. 3x6 SPL. , 4-11 , 10-10-4 , 15-11 , 20-4-121 26-4 , 31-3 , 4-11 5-11-4 5-0-12 4-5-12 5-11-4 4-11 L. HL TO PH:16-5-10 R. HL TO PH :16-5-10 LEFT HEIGHT:0-3-15 SPAN:31-3 RISE:5-6-7 RIGHT HEIGHT:0-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0.996 TOP CHORD:2*4 No 2ND 19 SP TOP 30 15 BOTT 12-1=0.520 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @8=0.08 < L/360 WEBS :2*4 No.3 19 SP - ------- -- -------- --------------------------------------------------- SPACING : 24 .0 in. o. c. REPETITIVE STRESSES 'USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 12- 1=-102 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 12- 1=-102 WEB 5-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use lx4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION s= fp s, 5� € i Customer Mon May 03 12 :55: 11 1993 Project # : TOMASI Truss ID : DGE1 Family # : 108 Span : 37-5 Quantity : 1 Top Pitch :_4 . /12 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 entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 6-9-5 12-8-15 18-8-8 24-8-1 30-7-11 37-5 6-9-5 5-11-9 5-11-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 4 3 5 3x6 2 6 3x6 1 7 18� 9 8 3x6 SPL. 3x6 SPL. 9-9-2 18-8-8 27-7-14 37-5 , ' 9-9-2 8-11-6 8-11-6 9-9-2 L. HL TO PH:19-8-18 R. HL TO PH :19-8-18 LEFT HEIGHT:8-8-4 SPAN:37-5 RISE:6-3-1 RIGHT HEIGHT:8-8-4 ------------ ----------------------- ----------------- ------------------------------------ LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:55 :51 1993 Project #: TOMASI Truss ID : T03 Family # : 108 Span : 37-5 Quantity : 12 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-5602 9-10= 5305 2-16= 94 7-11= 337 9=-2278 8.00 2-3=-4836 10-11= 5305 2-15=-757 8-11=-757 1=-2058 4.00 3-4=-4043 11-12= 4588 3-15= 337 8-10= 94 4-5=-3239 12-13= 3835 3-14=-908 5-6=-3239 13-14= 3835 4-14= 600 6-7=-4043 14-15= 4588 4-13=-1081 7-8=-4836 15-16= 5305 5-13= 1628 8-9=-5602 16-1= 5305 6-13=-1081 6-12= 600 7-12=-908 LOADING COND. # 2, 3, PROVIDE FOR 378, 604, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, 3, PROVIDE FOR 704, 478, LBS UPLIFT AT JOINT 1 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 9 4-8-2 9-4-4 14-0-6 18-8-8 23-4-18 28-0-12 32-8-14 37-5 2-8 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 1 4-8-2 1 4-8-2 3x6 SPL. 3x6 SPL. 5x6 3x4 5 3x4 3x4 4 6 3x4 3x4 3 7 3x4 3x8 2 $ 3x8 1 9 16 15 14 13 12 it 18 1.5x4 3x4 3x4 3x8 3x4 3x4 1.5x4 4x8 SPL. 4x8 SPL. 4-8-2 , 9-4-4 14-0-6 , 18-8-8 23-4-18 28-0-12 32-8-14 37-5 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 , L. HL TO Ply:19-8-18 R. HL TO PH :19-8-18 LEFT HEIGHT:8-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:8-3-15 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2-0.805 TOP CHORD:2 4 No.2ND 19 SP TOP 30 15 BOTT 10-11=0.799 BOT CHORD:2*4 No. l 19 SP BOTT 0 10 DEFL. @13=0.49 < L/360 WEBS :2*4 No. 3 19 SP -------------------------------------------------------------------------------- SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR -0.25 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-95 5- 9=-68 3 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-68 5- 9=-95 WEB 4-13; 6-13 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRZCALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:56:41 1993 Project #: TOMASI Truss ID : SGE1 Family # : 108 Span : 37-5 Quantity : 1 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 74 7-8= 185 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 3-4=-479 9-10= 156 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. # 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 LOADING COND. # 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. # 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 LOADING COND. # 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 1 12-8-15 18-8-8 24-8-1 30-7-11 37-5 2-0 6-9-5 5-i1-9 5-i1-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 3x4 4 3x4 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 4-11 11-4 18-8-8 27-2 37-5 4-11 6-5 7-4-8 8-5-8 10-3 L. HL TO PH:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:0-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:0-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6-0.622 TOP CHORD:2 4 No.2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP ---------------- ------------------------- SPACING 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITEK 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICAL.LY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer : Mon May 03 12 .57 :39 1993 Project # : TOMASI Truss ID : T03A Family # : 108 Span 37-5 Quantity : 2 Top Pitch : 4 . /12 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 74 7-8= 185 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 3-4=-479 9-10= 156 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. # 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 LOADING COND. # 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. # 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 LOADING COND. # 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 12-8-15 18-8-8 24-8-1 30-7-11 37-5 2-0 6-9-5 5-11-9 5-i1-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 3x4 4 3x4 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 3x6 SPL. 4-11 , li-4 18-8-8 27-2 , 37-5 , ' 4-11 1 6-5 7-4-8 5-5-8 18-3 L. HL TO PH:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:8-3-15 SPAN:37-5 HISE:6-6-12 RIGHT HEIGHT:0-3-15 ----------------------- -------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6-0.622 TOP CHORD•2 4 No.2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP ------------------------------------------ -------------- SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer : Mon May 03 12 :58: 14 1993 Project # : TOMASI Truss ID : DGE3 Family # : 204 • Span : 11-8 Quantity : 1 Top Pitch :_4 . /12_______ 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 alon entire bottom chord 4 -Provide 1X4 plates at each end oy gable stud unless otherwise noted 5-10 11-8 5-10 5-10 3x4 2 3x4 1 4 3x4 11-8 11-8 L. HL TO PH:12-3-3 LEFT HEIGHT:8-8-4 SPAM:11-8 RISE:3-18-15 RIGHT HEIGHT:3-18-15 ------------------------------------------------------------ LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer : Mon May 03 12 :52 :48 1993 .Project # : TOMASI Truss ID : DGE2 Family # : 107 Span 31-3 Quantity : 1 Top Pitch : 4 . /12 --------------------------------=----------------------------------------- ------ NOTES: 1 -Gable studs saced at 24 inches o.c. 2 -Brace verti ay studs in accordance with standard gable end detail 3 -Continuous bearing provided alon entire bottom chord 4 -Provide. lX4 plates at each end o? gable stud unless otherwise noted 5-9 10-8-4 15-7-8 30-6-12 35-6 31-3 5-9 4-11-4 4-11-4 4-11-4 4-11-4 5-9 i n 5x6 4 3 3x6 3 6 3x6 1 7 7 8 3x6 SPL. 3x6 SPL. 10-8-4 30-6-13 31-3 10-8-4 9-10-8 10-8-4 L. HL TO PH:16-5-18 R. HL TO PH :16-5-10 LEFT HEIGHT:0-0-4 SPAM:31-3 RISE:5-2-12 RIGHT HEIGHT:8-0-4 ------------------------------------------------------------ -------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GAD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. � C( d� s6� - 1 W k tit � AIM EE T �&-c tJ V-oc,gcs M �� Aj C--XI S 77 k_--A) GgZS G X 5-,7 ti 6 l 2-x F f Utz 'v o4L Sty P� 2 t o GSI Lt. (�� D u U N d� �� C-6 0 Aj C-0 N c 15-e tz m DGE3 N m 11 11 SCE1 w �n w CIO m m ►-C• N N N m � m W m v m DGES m 9 3 57-3 - uj r 0 �o a c N N cc " M O � n i i m m Ln .. n o c m m r- � m m .. s -xi R1 o � N = m w O N Ln Ln Z C v �`• �. Ln • 2 m LOO 3 i N y Lil m w w Z Z -4 1 ru N � C � m ~ 'n cu Ti ti Customer Mon May 03 12 :40: 13 1993 Project # : TOMASI Truss ID : T01 Family # : 103 Span 16-4 ; Quantity : 2 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 9997 5-6= 6405 i1 2-8=-9290 8=-13573 8.00 2-3=-1266 6-7= 6405 ! j 2-7= 12025 5=-4870 8.00 3-4=-1266 7-8=-9515 ! 3-7= 516 4-5=-6777 8-1=-9515 `r 4-7=-5839 4-6= 4108 1 { e LOADING COND. 1 2, 3, PROVIDE FOR 922, 775, LBS UPLIFT AT JOINT 8 LOADING COND. S 3, PROVIDE FOR 136, LBS UPLIFT AT JOINT 5 PROVIDE FOR 72 LES HORIZ. REACTION AT JOINT 8 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2],[j7=8,4.5], 2-8 5-8 8-2 1 11-4 16-4 5-8 3-2 3-2 5-8 4x5 5x18 3 4x5 2 4 3x6 4x8 5 1 8 7 6 3x4 9x14 3x4 5x6 SPL. 5-8 8-2 11-4 1 16-4 , 5-8 3-2 3-2 5-8 L. HL TO PH:8-7-5 R. HL TO Ply :8-7-5 LEFT HEIGHT:8-3-15 SPAN:16-4 HISE:3-8-18 RIGHT HEIGHT:8-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2-0.959 TOP CHORD 2 4 No.2 19 SP TOP 30 15 BOTT 5-6=0.993 BOT CHORD:2*6 No. 1D 19 SP BOTT 0 10 DEFL. @6=0.08 < L/360 WEBS :2*4 No.3 19 SP ------------------------------------------------------- ------------------------- SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 1= 1049 2 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-95 3- 5=-68 8- 1=-102 3 1.33 1.33 UNIFORM 1- 5= 30 5- 1= 20 NORMAL 1- 3=-68 3- 5=-95 8- 1=-102 WEB: 2-7 TO BE 2*4 No. 1 19 SP — 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ** PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12 :41:00 1993 Project #: TOMASI Truss ID : T02 Family # : 107 Span : 31-3 Quantity : 6 Top Pitch : 4 . /12 REACTIONS - SIZE 12=-1819 8.00 7=-1216 8.00 10=-806 8.00 LOADING COND. # 2, 3, PROVIDE FOR 1038, 759, LBS UPLIFT AT JOINT 12 LOADING COND. # 2, 3, PROVIDE FOR 96, 275, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 149, 240, LBS UPLIFT AT JOINT 10 PROVIDE FOR 142 LBS HORIZ..REACTION AT JOINT 12 2-0 6-1' 10-10-4 15-7-8 20-4-12 25-2 1 31-3 2-0 6-1 4-9-4 4-9-4 4-9-4 4-9-4 6-1 3x6 SPL. 3x6 SPL. 3x4 3x4 4 3x4 f, 3x4 3 5 3x4 2 6 3x6 3x6 1 7 12 11 10 9 8 3x4 3x4 3x6 3x4 1.5x4 3x6 SPL. 3x6 SPL. 10-10-4 15-11 20-4-12, 26-4 31-3 4-11 5-11-4 5-0-12 4-5-12 5-11-4 4-11 ' L. HL TO PH:16-5-10 R. HL TO PH :16-5-10 LEFT HEIGHT:0-3-15 SPAN:31-3 RISE:5-6-7 RIGHT HEIGHT:0-3-15 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 6-7=0.996 TOP CHORD•2*4 No.2ND 19 SP TOP 30 15 BOTT 12-1=0.520 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @8=0.08 < L/360 WEBS :2*4 No.3 19 SP ------------------------------------------------------------- SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 12- 1=-102 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 12- 1=-102 WEB 5-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION i s. g Customer Mon May 03 12 :55: 11 1993 Project # : TOMASI Truss ID : DGE1 Family # : 108 Span 37-5 Quantity : 1 Top Pitch : 4 . /12 ---------------------------------------------- - ------------------------ ---- ------------------------------ 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 entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 6-9-5 12-8-15 18-8-8 24-8-1 30-7-11 37-5 6-9-5 5-11-9 5-11-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 4 3 r 1 5 3x6 2 6 3x6 1 7 10 9 8 3x6 SPL. 3x6 SPL. 9-9-2 18-8-8 1 27-7-14 37-5 , 9-9-2 8-11-6 8-11-6 9-9-2 L. HL TO PH:19-8-18 R. HL TO PH :19-8-18 LEFT HEIGHT:8-8-4 SPAN:37-5 RISE:6-3-1 RIGHT HEIGHT:8-8-4 LOADING (PSF MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12 :55:51 1993 Project # : TOMASI Truss ID : T03 Family # : 108 Span : 37-5 Quantity : 12 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-5602 9-10= 5305 2-16= 94 7-11= 337 9=-2278 8.00 2-3=-4836 10-11= 5305 2-15=-757 8-11=-757 1=-2058 4.00 3-4=-4043 11-12= 4588 3-15= 337 8-10= 94 4-5=-3239 12-13= 3835 3-14=-908 5-6=-3239 13-14= 3835 4-14= 600 6-7=-4043 14-15= 4588 4-13=-1081 7-8=-4836 15-16= 5305 5-13= 1628 8-9=-5602 16-1= 5305 6-13=-1081 6-12= 600 7-12=-908 LOADING COND. # 2, 3, PROVIDE FOR 378, 604, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, 3, PROVIDE FOR 704, 478, LBS UPLIFT AT JOINT 1 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 9 4-8-2 9-4-4 14-8-6 18-8-8 23-4-18 28-8-12 32-8-14 37-5 2-8 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 3x6 SPL. 3x6 SPL. 5x6 3x4 5 3x4 3x4 4 6 3x4 3x4 3 7 3x4 3x8 2 8 3x8 1 9 16 15 14 13 12 11 18 1.5x4 3x4 3x4 3x8 3x4 3x4 1.5x4 4x8 SPL. 4x8 SPL. � 4-8-2 , 9-4-4 , 14-8-6 , 18-8-8 , 23-4-18 28-8-12 32-8-14 37-5 ,ffi ' 4-8-2 ' 4-8-2 ' 4-8-2 ' 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 L. HL TO Ply:19-8-16 fl. HL TO PH :19-8-18 LEFT HEIGHT:8-3-15 SPAM:37-5 HISE:6-6-12 RIGHT .HEIGHT:8-3-15 ---------------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.805 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 10-11=0.799 BOT CHORD:2*4 No. 1 19 SP BOTT 0 10 DEFL. @13=0.49 < L/360 WEBS :2*4 No. 3 19 SP --------------------- ------------------ SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR -0.25 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-95 5- 9=-68 3 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL. 1- 5=-68 5- 9=-95 WEB 4-13; 6-13 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEM-(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICAL.LY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICB IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12:56:41 1993 Project # : TOMASI Truss ID : SGE1 Family # : 108 Span : 37-5 Quantity : 1 Top Pitch : 4 . /12 FORCES - LOAD CASE $1 REACTIONS - SIZE 1-2= 74 7-8= 185 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 3-4=-479 9-10= 156 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. $ 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 LOADING COND. $ 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 LOADING COND. $ 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. $ 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 LOADING COND. $ 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 12-8-15 18-8-8 24-8-1 30-7-11 37-5 2-8 6-9-5 5-11-9 5-11-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 3x4 4 3x4 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 4-11 , 11-4 18-8-8 27-2 37-5 , ' 4-11 6-5 7-4-8 8-5-8 18-3 L. HL TO PH:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:0-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:0-3-15 ---------------------------- --------------------------------------------- ---------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0.622 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP -------------------------------------------------------- SPACING • 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12 :57 :39 1993 Project #: TOMASI Truss ID : T03A Family # : 108 Span : 37-5 Quantity : 2 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 74 7-8= 185 2-11=-452 1=-322 3.50 2-3= 168 8-9= 205 2-10=-418 7=-675 8.00 3-4=-479 9-10= 156 3-10=-1006 8=-1543 8.00 4-5=-479 10-11= 215 3-9= 367 10=-1281 8.00 5-6= 394 11-1=-70 4-9=-234 11=-462 8.00 6-7=-197 5-9= 307 5-8=-1148 6-8=-669 LOADING COND. # 2, 3, PROVIDE FOR 134, 106, LBS UPLIFT AT JOINT 1 LOADING COND. # 3, PROVIDE FOR 70, LBS UPLIFT AT JOINT 7 LOADING COND. # 2, 3, PROVIDE FOR 341, 602, LBS UPLIFT AT JOINT 8 LOADING COND. # 2, 3, PROVIDE FOR 498, 267, LBS UPLIFT AT JOINT 10 LOADING COND. # 2, 3, PROVIDE FOR 141, 20, LBS UPLIFT AT JOINT 11 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 6-9-5 13-8-15 18-8-8 24-8-1 30-7-11 37-5 2-0 6-9-5 5-11-9 5-11-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 3x4 4 3x4 , 3x4 3 5 1.5x4 3x6 2 6 1 3x6 7 11 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 3x6 SPL. 4-11 11-4 18-8-8 27-2 37-5 , ' 4-11 6-5 7-4-8 8-5-8 10-3 L. HL TO PX:19-8-10 A. HL TO PH :19-8-10 LEFT HEIGHT:0-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:0-3-15 --------------- ---------------------------------------------------- LOADING (PSF MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 5-6=0.622 TOP CHORD.2 4 No 2ND 19 SP TOP 30 15 BOTT 8-9=0.438 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @9=0.01 < L/360 WEBS :2*4 No.3 19 SP ------------------ SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(L.BS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL, 1- 4=-95 4- 7=-68 3 1.33 1.33 UNIFORM 1- 7= 30 7- 1= 20 NORMAL 1- 4=-68 4- 7=-95 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTAILED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer Mon May 03 12 .58: 14 1993 Project #: TOMASI Truss ID : DGE3 Family # : 204 Span : 1.1-8 Quantity : 1 Top_Pitch_:_4 . /12 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 entire bottom chord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted 5-10 11-8 5-10 5-10 3x4 3 3x4 .i 4 3x4 11-8 L. HL TO PK:12-3-9 LEFT HEIGHT:8-8-4 SPAM:11-8 RISE:3-10-15 RIGHT HEIGHT:3-18-15 ------------------------------------------------------------ LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Customer : Mon May 03 12 :52 :48 1993 Project # : TOMASI Truss ID : DGE2 Family # : 107 Span 31-3 Quantity : 1 Top Pitch : 4 . /12 ----------------------------------------=========------------------------- ------ 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 alon entire bottom chord 4 -Provide. lX4 plates at each end o? gable stud unless otherwise noted 5-9 10-8-4 15-7-8 20-6-12 25-6 31-3 5-9 ' : 4-11-4 4-11-4 4-11-4 4-11-4 5-9 5x6 4 3 5 3x6 2 6 3x6 1 7 9 8 3x6 SPL. 3x6 SPL. 10-8-4 20-6-12 31-3 10-8-4 9-10-8 10-8-4 L. HL TO Ply:16-5-18 R. HL TO PH :16-5-10 LEFT HEIGHT:0-0-4 SPAM:31-3 RISE:5-2-12 RIGHT HEIGHT:0-0-4 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2 4 No 2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 PLATES ARE MITER 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. r � - - ATM 0/(T-Y jj-- SW-q� ANVA AJ -R4 Pt-AE C-XiS-i7AJ(r � A) -� Pd� 2c�� d� IftJ av ow StJ �Z`' �� , (moo►z ( P 6))AO Go N =Tl� �� l �h _ Ov Q U N r� LEE-1 r v � J ---- L z i/ . o r2 I nn , El S."j , L L. 1 � 1 o lL -- 1 ill p � o CD of lip E E J 10 � loino Ol 3 tt Aw- d ---- �- -- 0 UN p W ' L. �o I aj 4 J q 4 QC`s U � f CITY OF SOUTH MIAMI ® BUILDING AND ZONING ENVIRONMENTAL REVIEW AND PRESERVATION BOARD APPLICATION ADDRESS OF JOB: 'se «V ll1 -- SOUTH MIAMI , FLA. PROPERTY OWNER: c� • \ � E�p� PHONE: �IJ�UQ 1 MAILING ADDRESS: 69 ZIP CODE: APPLICANT'S NAME: rL� PHONE: MAILING ADDRESS: J O�5 U-� r�S ZIP CODE: 3i AS THE APPLICANT, PLEASE, INDICATE YOUR RELATIONSHIP TO THIS PROJECT: IVI OWNER OF THE PROPERTY TENANT/LESSEE CONTRACTOR OTHER: OWNER OF THE BUSINESS ARCHITECT ENGINEER WHAT IS THE PRESENT USE OF THE PROPERTY? SINGLE-FAMILY RESIDENCE BUSINESS OFFICE RETAIL STORE OTHER: APARTMENT OR TOWNHOUSE MEDICAL OFFICE 1E AUTO REPAIR DO YOU INTEND TO CHANGE THE USE OF THE PROPERTY FFfRO--Mrr THAT S..TA��TggED ABOVE? NO ✓ YES, THE NEW USE WILL BE: � ` (?"►' ��' ��%ti`'�`• PLEASE, BRIEFLY SUMMARIZE THE iORK YOU PLAN TO PERFORM: WHAT WILL THE TOTAL COST BE TO COMPLETE THIS PROJECT? $ 10, �IO� PLEASE, INDICATE CONTACT PERSON: O A Provide Wane & address on other side of this form ERPB's decision will be mailed to the contact person indicated above. PLEASE SIGN AND DATE THE APPLICATION: PLEASE SIGN YOUR NAME ON THE LINE ABOVE TODAY'S DATE In order to allow the entire process to proceed as quickly as possible, you may submit a completed Building Permit Application when you apply to appear before the ERPB. Those plans submitted without complete Building Permit Applications will be disposed of sixty (60) days after being reviewed by the ERPB. If you have any questions concerning this matter, please, contact the Department between the hours of 8:00 AM and 5:00 PM, Monday through Friday, at (305) 663-6326. CITY OF' SOUTH M=AM= BUILDING AND ZONING BUILDING PERMIT APPLICATION FOLIO NO.,, PERMIT NO. OWNER-�) ( 11)M TEL NO. 126 4 —I-V) 7f MAIL ADDRESS a o�E &0q-(9 , CITY, STATE, ZIP ,50Ct'M BUILDING CONTRACTOR TEL NO. MAIL ADDRESS .JL�� y �Q �' (�d� ./ ' CITY, STATE, ZIP-��!�?/L!r�il� 391V STREET ADDRESS OF JOB 5Z/>7S-IS `61`j` (,")' '�`-S f LOT(S) o ° BLK NO. SUBDIVISION PRESENT USE RROPOSED USE SQUARE FOOTAGE / DIMENSIONS '5;' � ESTIMATED VALUE _OF JOB �j e®0 PROPERTY VALUE? 0,00 I HEREBY MAKE APPLICATION FOR THE FOLLOWING (BE SPiE/CIFIC) f I UNDERSTAND THAT SEPARATE PERMITS MUST BE OBTAINED FOR ELECTRICAL, PLUMBING, MECHANICAL, ROOFING, SIGN, AND INSULATION; AND THAT IN SIGNING THIS APPLICATION, I AM RESPONSIBLE FOR THE SUPERVISION AND COMPLETION OF THE CONSTRUCTION IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND FOR COMPLIANCE WITH ALL CITY, FEDERAL, STATE AND COUNTY LAWS APPLICABLE. GNATURE OF CONTRACTOR (QUALIFIER) IGNATURE OF OWNER WITNESS: WITNESS: RECEIVED BY: DATE: OFFICE USE ONLY OWNER-BUILDER PROOF OF OWNERSHIP ANY VIOLATION (attach form) (attach copy) (check Code Enfor. dept) FIRE ROAD IMPACT FEE CONCURRENCY (commercial) (new construction) (any new living space) SWIMMING POOL CONTRACTOR FIRE IMPACT FEE (attach form) (on file) (new construction) CONDITIONS UNDER WHICH APPROVED APPROVED DATE DISAPPROVED DATE PERMIT FEES: ZONING I� CITY: CODE ENF. COUNTY: IFSTRUCTURAL RADON: PLUMBING TOTAL: IFELECTRIC AL1 MECHANICAL 71 6130 sunset Drive, South xieai, Florida 33143 (sol) 663-6300 BUILDING OFFICIAL DATE 10-4 18-9 8-10 17-0 c N Ni DOES b 3G i m V N O IN O W H o n NNNto C-4 y b N cc 0 m � v ' m I � d ca C tV w w �� L� Customer : Fri Jul 09 15:48:32 1993 Project #: TOMAS Truss ID : T01 Family # : 103 Span 16-4 Quantity : 1 Top Pitch : 4 . /12 FORCES - GRAVITY LOADS REACTIONS - SIZE y 1-2= 1542 5-6= 340 2-8=-1518 8=-1600 8.00 2-3= 153 6-7= 340 2-7= 1492 5=-380 8.00 3-4= 153 7-8=-1460 3-7=-382 4-5=-361 8-1=-1460 4-7=-549 4-6= 78 PROVIDE FOR 1500 LBS UPLIFT AT JOINT 8 PROVIDE FOR 173 LBS UPLIFT AT JOINT 5 PROVIDE FOR 74 LBS HORIZ. REACTION AT JOINT 8 ,2-0 5-0 8-2 11-4 16-4 , 5-0 3-2 3-2 5-0 4x5 3x4 3 3x4 2 4 3x4 3x4 5 1 8 7 6 3x4 3x8 1.5x4 5-0 , 8-2 , 11-4 , 16-4 , 5-0 3-2 3-2 5-0 L. HL TO PH:8-7-5 R. HL TO Ply :8-7-5 LEFT HEIGHT:0-3-15 SPAM:16-4 HISE:3-8-18 RIGHT HEIGHT:8-3-15 ----------------------------- ------------------------------------------------ LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.530 TOP CHORD.2 4 No.2ND 19 SP TOP 30 15 BOTT 8-1=0.644 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @6=0.01 < L/360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. -Customer : Fri Jul 09 15:48:59 1993 Project #: TOMAS Truss ID : T02 Family # : 103 Span 16-4 Quantity : 6 Top Pitch : 4 . /12 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 1542 5-6= 339 2-8=-1518 8=-1600 8.00 2-3= 153 6-7= 339 2-7= 1492 5=-600 8.00 3-4= 153 7-8=-1460 3-7=-382 4-5=-361 8-1=-1460 4-7=-549 4-6= 78 PROVIDE FOR 1534 LBS UPLIFT AT JOINT 8 PROVIDE FOR 266 LBS UPLIFT AT JOINT 5 PROVIDE FOR 74 LBS HORIZ. REACTION AT JOINT 8 -� 5-0 8-2 11-4 16-4 2-0 5-0 3-2 3-2 5-0 4x5 3x4 3 3x4 2 4 3x4 3x4 1 5 8 7 6 3x4 3x8 1.5x4 5-0 , 8-2 , 11-4 , 16-4 5-0 3-2 3-2 5-0 L. HL TO PR:8-7-5 R. HL TO PH :8-7-5 LEFT HEIGHT:0-3-15 SPAN:16-4 HISE:3-0-10 RIGHT HEIGHT:0-3-15 --------------- -------------------------------------------- --------------- -------------------------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.530 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 8-1=0.657 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @6=0.01 < L/360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ? -�t3 -Customer Fri Jul 09 15:49:33 1993 Project #: TOMAS Truss ID : DGE1 Family # : 108 Span 37-5 Quantity : 1 Top Pitch :_4 . /12 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 , 6-9-5 12-8-15 , 18-8-8 24-8-1 30-7-11 , 37-5 , 6-9-5 5-1i-9 5-11-9 5-11-9 5-11-9 6-9-5 3x6 SPL. 3x6 SPL. 5x6 4 3 5 3x6 2 6 3x6 1 7 18 9 8 3x6 SPL. 3x6 SPL. 9-9-2 , 18-8-8 , 27-7-14 , 37-5 , 9-9-2 8-11-6 8-11-6 9-9-2 L. HL TO Ply:19-8-10 IR. HL TO Ply :19-8-10 LEFT HEIGHT:0-0-4 SPAM:37-5 RISE:6-3-i RIGHT HEIGHT:0-0-4 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK 1420-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. �-t 3 -Customer Fri Jul 09 15:49:28 1993' Project #: TOMAS Truss ID : DGE2 Family # : 103 Span 16-4 Quantity : 1 Top Pitch : 4 ./12 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 1028 5-6= 751 2-8=-1198 8=-1280 8.00 2-3=-166 6-7= 751 2-7= 1254 5=-480 8.00 3-4=-166 7-8=-991 3-7=-180 4-5=-783 8-1=-991 4-7=-648 4-6= 78 PROVIDE FOR 1385 LBS UPLIFT AT JOINT 8 PROVIDE FOR 211 LBS UPLIFT AT JOINT 5 PROVIDE FOR 66 LBS HORIZ. REACTION AT JOINT 8 5-0 i $-2 11-4 16-4 5-8 3-2 3-2 5-0 4x5 3x4 3 3x4 2 4 3x4 3x4 1 5 $ 7 6 3x4 3x$ 1.5x4 5-0 8-2 11-4 , 16-4 , 5-0 3-2 3-2 5-0 L. HL TO Ply:8-7-5 R. HL TO PH :8-7-5 LEFT HEIGHT:8-8-4 SPAM:16-4 RISE:2-8-15 RIGHT HEIGHT:8-8-4 -------------------------------------------------------------------------------- LOADING (PSF MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.373 TOP CHORD 2 4 No.2ND 19 SP TOP 30 15 BOTT 8-1=0.649 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@6=0.02 < L1360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. -Customer : Fri Jul 09 15:49:33 1993' Project #: TOMAS Truss ID : T03 Family # : 112 Span 37-5 Quantity : 7 Top Pitch : 4 . /12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-5100 9-10= 4796 2-14=-294 8-10=-294 1=-2241 8.00 2-3=-4857 10-11= 4289 3-14= 474 9=-2241 8.00 3-4=-4046 11-12= 3646 3-13=-671 4-5=-3125 12-13= 3646 4-13= 645 5-6=-3125 13-14= 4289 4-12=-997 6-7=-4046 14-1= 4796 5-12= 1574 7-8=-4857 6-12=-997 8-9=-5100 6-11= 645 7-11=-671 7-10= 473 LOADING COND. # 2, 3, PROVIDE FOR 1091, 870, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, 3, PROVIDE FOR 870, 1091, LBS UPLIFT AT JOINT 9 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 12-4 5-3-7 ,9-9-2 ,14-2-1318-8-8 , 23-2-3 ,27-7-1432-1-9 , 37-5 ,2-0 5-3-7 4-5-11 4-5-11 '4-5-11 ' 4-5-11 4-5-11 4-5-11 5-3-7 3x6 SPL. 3x6 SPL. 5x6 3x4 5 3x4 3x4 4 6 3x4 1.5x4 3 7 1.5x4 418 2 8 4 9 14 13 12 11 10 3x4 3x4 3x8 3x4 3x4 4x8 SPL. 4x8 SPL. 6-9-5 12-8-15 , 18-8-8 24-8-1 , 30-7-1i , 37-5 6-9-5 5-11-10 5-11-9 5-11-9 5-11-9 6-9-5 L. HL TO PX:19-8-18 R. HL TO PH :19-8-18 LEFT HEIGHT:0-3 715 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:8-3-15 --------------------------------- --------------------------------------------- ----------------------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 8-9=0.922 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 14-1=0.997 BOT CHORD:2*4 No.2 19 SP BOTT 0 10 DEFL. @12=0.43 < L/360 WEBS :2*4 No.3 19 SP -------------------------------------------------- SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PL.F) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-122 5- 9=-95 3 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-95 5- 9=-122 WEB 4-12; 5-12; 6-12 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade conn. to narrow face w/10d nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Z_�3 .Customer : Fri Jul 09 15:49:33 1993' Project #: TOMAS Truss ID : T04 Family # : 11 Span 37-5 Quantity : 5 Top Pitch : 4 .312 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-5100 9-10= 4796 2-14=-294 8-10=-294 1=-2021 8.00 2-3=-4857 10-11= 4289 3-14= 474 9=-2241 8.00 3-4=-4046 11-12= 3646 3-13=-671 4-5=-3125 12-13= 3646 4-13= 645 5-6=-3125 13-14= 4289 4-12=-997 6-7=-4046 14-1= 4796 5-12= 1574 7-8=-4857 6-12=-997 8-9=-5100 6-11= 645 7-11=-671 7-10= 473 LOADING COND. # 2, 3, PROVIDE FOR 1191, 970, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, 3, PROVIDE FOR 870, 1091, LBS UPLIFT AT JOINT 9 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 5-3-7 9-9-2 14-2-13 18-8-8 23-2-3 27-7-14 33-1-9 37-5 12-0. 5-3-7 4-5-11 4-5-11 4-5-11 4-5-11 4-5-11 4-5-11 5-3-7 3x6 SPL. 3x6 SPL. 5x6 3x4 5 3x4 3x4 4 6 3x4 1.5x4 3 7 1.5x4 4x8 2 8 1 4x8 9 ■ 14 13 12 11 10 3x4 3x4 3x8 3x4 3x4 4x8 SPL. 4x8 SPL. 6-9-5 1 12-8-15 18-8-8 1 24-8-1 30-7-11 37-5 6-9-5 5-11-10 5-11-9 5-11-9 5-11-9 6-9-5 L. HL TO PH:19-8-16 R. HL TO PH :19-8-18 LEFT HEIGHT:8-3-15 SPAN:37-5 RISE:6-6-12 RIGHT HEIGHT:8-3-15 ----------------------------------- ----------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 8-9=0.922 TOP CHORD:2 4 No.2ND 19 SP TOP 30 15 BOTT 14-1=0.997 BOT CHORD:2*4 No.2 19 SP BOTT 0 10 DEFL.@12=0.43 < L/360 WEBS :2*4 No.3 19 SP ----------------------------- SPACING : 24 .0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-122 5- 9=-95 3 1.33 1.33 UNIFORM 1- 9= 30 9- 1= 20 NORMAL 1- 5=-95 5- 9=-122 WEB 4-12; 5-12; 6-12 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naile,or T-brace of same size and grade conn. to narrow face w/lod nails 6 in. o.c. PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 7 —c3 -Customer : Fri Jul 09 15:49:33 1993` Project #: TOMAS Truss ID : DGE3 Family # : 204 Span 11-4 Quantity : 1 Top Pitch : 4 . /12 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-17 4-5= 16 2-5=-488 1=-281 3.50 2-3= 0 5-1= 16 2-4=-16 5=-599 8.00 3-4=-271 4=-335 8.00 PROVIDE FOR 114 LBS UPLIFT AT JOINT 1 PROVIDE FOR 403 LBS UPLIFT AT JOINT 5 PROVIDE FOR 282 LBS UPLIFT AT JOINT 4 PROVIDE FOR 422 LBS HORIZ. REACTION AT JOINT 1 5-2 11-4 5-2 6-2 1.5x4 3x4 2 3x4 i 5 4 3x4 3x4 5-2 11-4 5-2 6-2 L. HL TO PH:11-11-6 LEFT HEIGHT:0-0-4 SPAM:11-4 HISE:3-9-9 RIGHT HEIGHT:3-9-9 ------ ----------------------------------------------------------------- LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 1-2=0.649 TOP CHORD 2 4 No 2ND 19 SP TOP 30 15 BOTT 4-5=0. 138 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @0=0.00 < L/360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. _==<<<kA.C.E.S Version 5.7»»=========[ 005416 ]=========««BETTERTRUSS»»===• Customer : Fri Jul 09 16:01:00 1993 Project #: TOMAS Truss ID : SGE1 Family # : special Span : 37-5 Quantity : 1 Top Pitch : 4 . /12 TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIZE 1-2= 113 7-8= 220 2-11=-495 11=-501 8.00 2-3= 190 B-9= 206 2-10=-402 10=-1268 8.00 3-4=-538 9-10= 194 3-10=-1056 8=-1605 8.00 4-5=-538 10-11= 195 3-9= 372 1=-297 3.50 5-6= 509 11-1=-109 4-9=-221 7=-444 8.00 6-7=-229 5-9= 358 5-8=-1282 6-8=-780 6-2-13 12-5-11 18-8-8 24-11-5 31-2-3 37-5 6-2-13 6-2-13 6-2-13 6-2-13 6-2-13 6-2-13 3x6 SPL. 3x6 SPL. 5X6 3x4 4 3x4 3x4 3 5 2x4 3x6 2 6 3X6 i 7 it 10 9 8 3x4 3x6 3x8 3x6 3x6 SPL. 3x6 SPL. 4-18 11-10 1 18-8-8 27-5 37-5 4-10 6-2 7-8-8 8-8-8 110-8 L. HL TO PX:19-8-10 R. HL TO PH :19-8-10 LEFT HEIGHT:0-0-4 SPAM:37-5 RISE:6-3-1 RIGHT HEIGHT:0-0-4 --------------- ------------------------------------------ LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 5-6=0.694 TOP CHORD•2 4 No.2ND 19 SP TOP 30 15 BOTT 7-8=0.441 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@9=0.01 < L/360 WEBS :2*4 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 PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. -7 -Customer Fri Jul 09 15:49:33 1993' Project #: TOMAS Truss ID : T04A Family # : 108 Span 37-5 Quantity : 2 Top Pitch : 4 . /12 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-220 7-8=-84 2-11=-695 1=-656 8.00 2-3= 420 8-9= 175 3-11=-1216 11=-1570 8.00 3-4=-525 9-10= 190 3-10= 335 9=-1272 8.00 4-5=-525 10-11= 220 4-10=-229 8=-500 8.00 5-6= 165 11-1= 208 5-10= 371 7=-300 3.50 6-7= 89 5-9=-1046 6-9=-363 6-8=-469 PROVIDE FOR 340 LBS UPLIFT AT JOINT 1 PROVIDE FOR 1033 LBS UPLIFT AT JOINT 11 PROVIDE FOR 769 LBS UPLIFT AT JOINT 9 PROVIDE FOR 289 LBS UPLIFT AT JOINT 8 PROVIDE FOR 225 LBS UPLIFT AT JOINT 7 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 12-84 6-2-13 13-5-11 18-8-8 24-11-5 31-2-3 37-5 , 6-2-13 6-2-13 6-2-13 6-2-13 6-2-13 6-2-13 3x6 SPL. 3x6 SPL. 5x6 3x4 4 3x4 1.5x4 3 5 3x4 2 3x6 6 3x6 1 11 10 9 8 3x6 3x8 3x6 3x4 3x6 SPL. 3x6 SPL. 10-0 18-8-8 26-5 32-7 37-5 10-0 8-8-8 7-8-8 6-2 4-10 L. HL TO PH:19-8-18 R. HL T5 PH :19-8-18 LEFT HEIGHT:8-3-15 SPAN:37-5 HISE:6-6-12 RIGHT HEIGHT:8-3-15 ---------------------------- --------------------------------------------------- ------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0.802 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 11-1=0.459 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. @10=0.01 < L/360 WEBS :2*4 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 HAS BEEN CHECKED FOR 125 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, PARTIALLY ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 7-g3 C=TY OF SOUTH M=AM= = Building & Zoning Department © 6130 Sunset Drive, 2"d Floor Fax #: (305) 666-4591 South Miami, Florida 33143 Phone: (305) 663-6325 J.W. Thomas December 10, 1993 5854 SW 62 Street South Miami, FL 33143 Dear Applicant: This letter is to inform you that your request for the approval of ADDITION & NEW ROOF (Residential) , 5975 SW 62 Street was presented to the Environmental Review and Preservation Board (ERPB) at their meeting on Thursday, December 7, 1993, and was Deferred 5-0 based on the following conditions(s) : Lack of details i e , drawings which comply with the South Florida Building Code. Final approval by the ERPB is not authorization to begin construction. You must receive a valid Building Permit after approval by ERPB. All permit applications must observe a seven (7) day ERPB appeal period before such permits can be issued. Final decision by the ERPB may be appealed to the City Commission by written request to the City Clerk within seven (7) days of said decision. Final approval by ERPB shall elapse after six (6) months if no permit was issued. If you have any questions concerning this matter, please, contact the Department between the hours of 8:00 AM and 5:00 PM, Monday through Friday, at (305) 663-6326. Please refer to file # EB-93-215. AftC 2 TY O F S OUTH M=AM 2 © ENVIRONMENTAL REVIEWIANDNPRREESERVVATION BOARD APPLICATION PLEASE, PRINT YOUR NAME AND YOUR TELEPHONE NUMBER IN THE BOX BELOW: FAPPLICANTIS NAME: PHONE: AS THE APPLICANT, PLEASE, INDICATE YOUR RELATIONSHIP TO THIS PROJECT: OWNER OF THE PROPERTY TENANT/LESSEE CONTRACTOR OTHER: OWNER OF THE BUSINESS ARCHITECT ENGINEER PLEASE INDICATE WHICH CATEGORY DESCRIBES THE PRESENT USE OF THE PROPERTY: SINGLE-FAMILY RESIDENCE BUSINESS OFFICE RETAIL STORE OTHER: APARTMENT OR TOWNHOUSE MEDICAL OFFICE AUTO REPAIR PLEASE, ANSWER THE FOLLOWING BRIEF QUESTIONS CONCERNING THIS PROJECT: DO YOU INTEND TO CHANGE THE USE OF THE PROPERTY FROM THAT STATED ABOVE? _ NO _ YES, THE NEW USE WILL BE: WHAT WILL THE TOTAL COST BE TO COMPLETE THIS PROJECT? $ PLEASE, BRIEFLY SUMMARIZE THE WORK YOU PLAN TO PERFORM: :52V 12 7WIV WHERE A BOX IS MARKED, PLEASE, PROVIDE THE NECESSARY INFORMATION REQUESTED: NAME OF THE �� PROPERTY OWNER: �t \ YlCwi S f_ PHONE: MAILING ADDRESS: Lf S-U) (0 2 �1 ZIP CODE: I ADDRESS OF JOB: 5rq'7S S ,w SOUTH MIAMI, FLA. REQUESTED SIGNAGE AREA: feet by feet = sq ft STORE FRONTAGE: linear feet on (street name) L1REQUESTED OVERALL LENGTH OF FENCE HEIGHT: feet FENCING REQUESTED: AREA OF ENTIRE BUILDING(S) INCLUDING EXTERIOR WALLS: sq ft AREA OF THE LOT CONTAINED WITHIN THE PROPERTY LINES: sq ft P5E R OSS AREA OF GROSS AREA OF XISTING BLDG: NUMBER OF CONSTRUCTION: PKG SPACES: PLEASE SIGN AND DATE THE APPLICATION: ,LEASE SIGN YOUR NAME ON THE LINE ABOVE PUT TODAY'S DATE W -- dbvm N Y W C V ul C O O mg uvto OQ:O L d u `utv N r 10 C d •c ,� m n m 0-:2 :o " C d U_ 0y -; mpho c asa a a U c cAM o � O m 1 \ s 3 0'� L2: y m N O td Q 0y m e w �' <J w 7 a L L W A CO LDT tl 0 U _j ¢ o°°$WY ° ® Il. = N LL N N O v. O o� m v N "y °rte yIly Q ` p� l4 I W 04) R R o c ` �a a s aN au. d 'a y y a 2 C. y o O co t00 Q L Ni C (14 OD d - Q r d d d 01 N N DOOO \ E O t O .L.. M 04 o LLI ' 3 a c `o o �mq Q - O Q Q N N J m L V.D U� s 7 Q ° d:E7 0 C O Q a 0+ 0) N y t0 o LL y N I -0\ H e L vi V yy F� Z Q. 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