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00-0045 STATE OF°FLORIDA 4�00_ PERMIT $` 00 " tDEPARTMENT OF,-HEALTH DATE PAID E • ONSITSEWAGE;DISPOSAL, SYSTEM FEE PAID $ CONSTRUCTION"PERMIT RECEIPT- 33 b Co ti W"vw�`• r Authority; Chapter 381, FS & Chapter 101Y'-6, FAC 'CONSTRUCT'ON PERMIT OR: [Xl New 7skem ( ) Exi•sting System [N) -Holding Tank [ti ] Temporary/Experimental �.1 a P Abandonment '(f ] Repair P [ ] [0 ] Other(Specify) , f . AF L':iCANT: ' L n AGENT: r l� �7 c �' l�'t��'I AC'S 0 �J! rl 'T9wC • Pc�'� PF PERTY S',,�EET ADDRESS: Ff 3 1 g,3 LOT: Z_ BLOCK: SUBDIVISION: P OPERTY ID r SECTION TOWNSHIP k7) [ / /RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS` AND STANDARDS OF CHAPTER 10D-6, FAC. REPAIR PERMITS AND HOLDING TANK PERMITS EXPIRE 90 DAYS FROM THE DATE OF ISSUE ALL OTHER PERMITS EXPIRE ONE YEAR FROM THE DATE OF ISSUE. DEPARTMENT OF HEALLTH APPROVAL OF SYSTEM,,DOES, NOT GUA.,�t:XNTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE; IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT REQUIRE 'ME APPLICANT 1-0 MODIFY THE PER : APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. SYSTEM DESIGN AND SPECIFICATIONS T ( 16 S GPD], EPTIC-TANJKAEROBIC UNIT CAPACITY MULTI-CHAMBERED/IN SERIES: [X ,A I — ] [GALLONS / GPD) CAPACITY MULTI-CHAMBERED/IN SERIES: [ ] ro,'N ( l GALLONS GREASE INTERCEPTOR, CAPACITY [MAXIMUM CAPACITY SINGLE TANK: 1250 GALLONS) K [ ) GALLONS 'PER DOSE' •DOSING TANK"'CAPACITY DOSE -RATE [ ] PER 24 HRS NO. OF PUMPS: P [ ? � ) SQUARE FEET PRIMARY DRAINFIELD,SYSTEM R ( l SQUARE FEET z SYSTEM •A TYPE SYSTEM: J,/') STANDARD [ ) ILLED [ „ ] MOUND [ ) I CONFIGURATION: [ ) TRENCH [ BED [ ] r ' 'F' _LOCATION=OF 'BENCHMARK: ';,.r-eJ',,i�` � �.' • -=� � <� ±, 1 r.� r, ,;�- I ELEVATION OF PROPOSED SYSTEM SITE [Z7,2qJ INCHES/�T] [ABOVE/�F�LOW]) �HMARKK REFERENCE POINT -- E BOTTOM OF DRAINFIELD TO BE ( j 7,Z c)C ] N HES FTJ [ABOVECBELOWj ENCHMARKR JREFERENCE POINT L D FILL REQUIRED: [ F��y ] INCHES EXCAVATION REQUIRED: ( 7 Z ] INCHES 1W8TNLLj1L OF LOAMY COAqRSESAND 14117.P, rnrEIRM OF r4.UjQW-RZLq1 'T H EVERT Fa F)'AT1T? 1 t ,E BOTTOM ,SPECIFICATIONS BY: i f r " TITLE: •ro'�� - 11 1 r , t,,•i.�a _ APPROVED BY: ;t 1 f.I TITLE: ,. ,'J (J F CHI; � r DATE ISSUED: 12 EXPIRATION DATE: DH 4016,10/96(Replaces HRS-H Form 4016(page 11 which may be used) Page 1 Of 2 (Stock Number 5744-001-4016-0) Applicant } for Compliance with Chapter 1 is of the Dade C—ounty Code r Special Flood Hazard Area - Outside Special Flood Hazard Area Li Residential New Cozstrvction �J ;1 ! Repairs, reconstruction and interior repairs or combination (Co to DAMAGE from any source). MUST AT'T'ACH t =>�' ',..aost of construction list, owner affidavit and an elevation survey showing existing lowest floor, lowest grade, 1 t;igbest crown of road elevation n Remodeling, addition, alteration interior renovations or combination (MUST ATTACH cost of construction list, owner affidavit and an elevation survey showing existing lowest floor, lowest grade, highest crown of road elevation) i Process _ Folio Lot Block Page E %a7 bi"N!�'�or `/�off:-A(A)/ OF�t(,�/y S a s Spa�U Book k g - Address � Q Sco S Highest Crown/Road Elv. : ' Highest crown oz roan e_evation above was taken from a certi 1st. survey prepared Y p p ed by PLS Lice Elevation I � Lowest Floor Garage/Storage Adjacent Grade - Existing Proposed ��! • Tie-Beam Elevation Certificate, is required before making any inspection above lowest floor aid a Final ElfiNatidra Certificate is required before issuance of certificate of occupancy or completion (Completion H�.,d` .D X86) (11c3-30) Call 375-6685 (flood-resisnu-it H:-(outside Special Flood Ha.ard.)'All Electrical and Mechanical a ui ment must be located'at or above K Required'•";• ' st Floor Elevation. S.F.H. -(Special Flood Hazard) All Electrical a d Mechanical equipment Muslbe locate %lor above •e ase Flood Elevation or Required Lowest Floor Elevation whichever is higher. 0.00 0.0.0• t Floor -Shall mean the lowest floor of the lowest enclosed area ( including basement ). An unfinishedrSr enclosure, usable for parking of vehicles, building access or storage in an area oth:r 0N'A a basement'area, • is not considered a building's lowest floor; provided that such enclosure is not built as to render tie structure la'SioTar1on "0 0 of the applicable non-elevation design requirements in Sections 1 is-3, l lc-4, 1 lc-5. 0"' 0000 • • x0000 Garage or Storage - (SFHA (l 1c-5-f))- Fully enclosed areas below the Base Flood Elevations shall be design to preclude' fir-saed living space except allowable uses i.e. parking, limited storage and building access and shall be designed to allows for the entry and exit of flood-waters to automatically equalize hydrostatic flood forces on extenor walls. The intenor portion of such enclosed area shall NOT be partitioned or finished (flood resistant matenals only) into separate rooms or air conditioned . Design for complying with this requirement must be either certified by a professional engineer or architect or meet the following dntena :(1) Provide a minimum of two(2) openings having a total net area of 1 no less than one(1) square inch for every square foot of enclosed area size. Bottom of all opening shall be no more higher :han one(1) foot above grade. Adjacent Grade 1 Ic2-Z - "Shall mean the highest Finished grade elevation of the ground surface next to the proposed walls of the structure". 11c2-GG -"Minimum finished grade shall mean the elevation established in Dade County Flood Cnteria,, Map at a specific development site or crown of road elevation of an existing adjacent road, whichever is higher"(or a waiver must be obtain). Site grading must be provided in a manner as to retain stormwater run-off within site and prevent run-off Into adjacent property as well as direct surface water run-off into lakes or canals. r^_o^lect Engineer/Architect Date F ? -- = (11c3-C4,ge d anginal signed and seal FPMP Legend must be submitted to DEW and another must be Shown on the Sue Plan) �` B::/J/P:i Hmtua!/L�gcnd JAS A 1 MIAMI-)f,i)E VI TER AND SEWER DEPARTMENT PO Box 330316,Mori,, Flonda 3323 0310 3575 5 LeJeune Road•Tel 305-665-7471 •Fax 305-669-7774 "WATER AND SEWER VERIFICATION FORM" SE("✓E•CONSERVE "EXPIRES ONE YEAR FROM DATE OF FORM" ATLAS PAGE: M-18 INV#: OAR#: DATE: 1-13-00 NAME OF OWNER: H.G. ENTERPRISES OF MIAMI, INC. WASD AGREEMENT NAME/ID: 16089 PROPERTY ADDRESS: 6600 SW 56 ST PROPOSED IMPROVEMENTS: 3 TOWNHOUSES REPLACING VACANT LAND PROPERTY LEGAL DESC.: 09-4025-000-0180 t�IS IS TO CERTIFY THAT THE DEPARTMENT .} WILL HAVE A(N) 8" INCH TER MAIN ABUTTING THE ABOVE SUBJECT LEGALLY D IBED PROPERTY. THE EPARTMENT IS WILLING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO ` PROHIBITIONS AND / OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURr3DICTION OVER MATTERS OF WATER SUPPLY AND / OR WITHDRAWAL. -� IF "WILL HAVE", PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF THE WATER FACILITIES PROPOSED BY THE DEVELOPER UNDER AGREEMENT WITH THE 4t DEPARTMENT WILL BE REQUIRED PRIOR TO RENDITION OF SERVICE. MIRTHA BARRIOS _ BY:- NEW BUSINESS REPRESENTATIVE COMMENTS: ALL FEES DUE WITH SET METER REQUEST THIS- IS TO CERTIFY HAT THE DEPARTMENT DOES j WILL HAVE A(N) INCH GRAVITY SEWER MAIN FORCE MAIN ABUTTING JK ABOVE SUBJECT LEGALLY DESCRIBED PROPERTY. E DEPARTMENT IS LING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO PRO ITIONS AND/ RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTI OVE ATTERS OF SEWAGE DISPOSAL AND SUBJECT TO D.E.R.M. APPROVAL O L SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM. IF"WILL HAVE", PROPE O YANCE AND PLACEMENT INTQ•SERVICE OF ;• ;•; THE SEWER FACILITIES PROP ED BY T DEVELOPER UNDER AGREEMENT.WITH •..' THE DEPARTMENT WILL E REQUIRED OR TO RENDITICNI••dF StR>At:E. •••- r THE ANTICIPATED LY WATER AND SEWAGE FLOW F1 R THIS PRUZC"�WILL BE750 •• ••• GALLONS PER DAY., • .... ...• so MiIRTHA BAREIIOS: '... "'•e s BY: NEW BUSINESS REPRESENTATIVF�- i COMMENTS: DERM CERTIFICATION LETTER#N/A .••• •.... . .... .... . . i i ( f`ic(I-uiIdin. In ,tio;;o!itan Dade County I I-TI I Planning, De%clopment & Regulation I Street, Suite 1010 1iz=n., Flcsrida 33125 1� a f�'nTTCE TO DI_PA}2T�fE �T�F PLANNING , DFVFI Pi�TENT OF EnIPL.O Yt\TENT A$ SPECrAL }�'SPECTOR UII\'DL'R SECTION 3Q1 3 SOUTH FL R}DA BUILDING QUIP ,S. La+c been retained by 14. n-te - er 1', ^o,nl Inspection set vices tinder Section 305 3, South Florida Building Code at ! 4e- be- Z - _project on the below listed structures as of / �/ B� _ da;; -ii'rc,cess 1�umber Street Address • Contractor of Record ----'—• • Tns cctiot;:0Mibilities(pe by St_J S —P — Explicit) e e e ••e• • • l'-om Agnof • - - • ll' _ •••• •••• L i fLc ;iov,in0 IndIvidual(s) employed by nie or this firm are authorized to perform inspection 46i- 0900 L i . . 0000 .. .. •e •• (v ) +ill notify Dade Count)' Department of Planning, Development c2 Regulation of an), changes regarding authorized sonncl performIR 4pspection services i � T . r;tand that a Special Inspectors Inspection log for each building must be displayed in a con�cnient location on the site for - �ncc by thz Dade County Department of Planning, Development & Regulation Department Inspector All mandator' s,).ctions, as required by the South Florida Building Code, marl be performed by the Count), %%hen the Special Inspector Is hied t', 00 her The Count) building inspections must be called for on all mandator), inspections lnspec�ioas perforated b� the r(laspector/rued b}' the Owner nre is nr/rlrlioa to 1/re nrnarinlory inspections perforated bt• the Deparlarew. Further, upo-i ;t p':tio�,of the v or', under each Building Permit I «ill submit the completed Inspection log fo m and sealed Statement of _ nnlP! ante to the Buildin` Inspector, at time of final inspection and before making application for Certificate of Occupancy TFe of Con,pltance shall state that, to the best of your knowledge, belief and professional Judgment that those portions of t' -e Oects 0 u11 1-1 a;,o+e meets �+ith the Intent of the South Florida Building Code and is in substantial accordance \+ith the appro+ed s I - IS'2-tad -.id Sealed FORM 60OA-97 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Protect Name LO__3 'rVii ---------guilder Address / 2 / F/2 HECTOR GARCIA ' City, State FOOD �GL�S� S �' Permitting Office SOUTH MIAMI t -Owner HECTOR Number HECTOR GARCIA Jurisdiction Number Climate Zone South ----------- 1- Nei% construction or existing --- i ----- ---------- - -- —� New I2 Cooling s�stenn 2 Single tamrh or multi-family Multi-tanuh 3 Nurirber of units. r}nwltr family — a Central Unit Cap 42 G kl3turhr — 1 SFFR 10 00 14 Number of f3cdrooms � -- — _ b N/A > IS this a worst case No 6 Conditioned floor area(W) 2309 W I c N/A — 7 , Glass area R hpe - Clair- ,ingle pane 2910 it= I 13 Ilcahng syslcnrs • •I • b Clear-double pane — 00 tP 0.00•• •i • .I"Mother SC SHGC-single pane --. a I Icchrc Sh rp Cap +(•1 13tu%hr •••• 0 0 IF • • • — d Tmtiother SCSI-IGC-double pane •• • •Cf�I' 100 •••• 0 0 h= i h N/A •— • H I loor types • • • • • ..0000 •— • a Slab-On-Grade Edge Insulation R=0 0 246 0(p)ft c N/A " — b NA — • • • • • c NA — ' `• • • 14 Hot water systems • • • ••I•• `) -Wall riper • a Concrete. lilt Instil.Exterior R=42 — a Electric Resistance '00600 Cap 4i p gallons •�• . I3720tt= • • 0000 •-••I•• h I rame Steel.Adjacent 1Z= — • • r 0 89 •— • 110 1970IF b N,A • • N,A c_ -- • I • • 0040 •-••••• J N,,A -- • . . I • .0000• •••. •_ 1 • c NA _ c Consenmhon credits • • • • 0000 .0000 10 rerlrng t-'pes (IIR-Heat reco�cn Solar • • • • • • ' 0000 0000 • � • IN I P-Dedicated heat pump) • I • r Under Attic R-19 0.2309 0 tt= • ••• • 1 5 11VAC credits h N - • (CI-Ccrlm2 Ian CV-Cross ccntrlatron II Ducts III-Whole house Ian _ PI-Programmable Iherrrrostal a Sup thrc Ret lint AH Interior Sup R=6 0.47 0 fi h N A — i ftill,-C-Multvone cooling M7,-1I-Multvone heating) - -------- - - - -- -- ---- --- - ---- - - ---- ------- ---------------------------------- __ _______ --------------- ------ -_ -- Glass/Floor Area 0 13 Total as-built points 32733 00 PASS � - Total base points 34850 00 r/"S I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance w h the Flonda Txesr Energy Code specifications covered by this X04 _ 9TF calculation indicates compliance PREPARED BY: with the Florida Energy Code lilt, `;: „�O DATE: s oD Before construction Is completed a - o this but will be inspected for 06�' a I hereby certify that this building, as de fg ed, is in compliance with Section 553.908 +rh yam^ compliance with the Florida Energy Code Florida Statutes. cop WE OWNER/AGENT: BUILDING OFFICIAL: j DATE: _ I_ DATE: FORM 60OA-97 _ SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS , , , PERMIT# BASE AS-BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor A7ea Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2309.0 53.20 22112.1 Single,Clear N 1 0 50 330 3394 096 10779 Single,Clear N 1 0 50 405 3394 096 13229 z Single,Clear S 1 0 30 85 6219 079 4202 Single,Clear S 1 0 50 660 6219 092 37956* Single,Clear S 1 0 90 1280 ..0�39 099 7920 8 Single,Clear SE 1 0 50 85 7;09 034••• 56°31 3 Single,Clear SW 1 0 50 85 •68 f7 09a•' As-Built Total: 293.0 • ;:00*:* 15�7.6.0 WALL TYPES Area X BSPM = Points Type R-Value *Area;X SPM••= Points Adajcent 1870 10 1870 Concrete, Int Insul,Exterior 42 117 •0 2 2$... 3128 2. Exterior 13720 270 37044 Frame,Steel,Adjacent 11 0 187 Q l 66. 998.3 Base Total: 1559.0 3891.4 As-Built Total: •1559*0 • 3427.4 DOOR TYPES Area X BSPM = Points Type *,*'eV:X SPM• Points Adjacent 190 260 494 Exterior Wood •04' 9 •• 3946 • Exterior 620 640 3968 Exterior Wood 200 940 188 0 Adjacent Insulated 190 260 494 Base Total: 81.0 446.2 As-Built Total: 81.0 632.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 23090 080 18472 Under Attic 190 23090 1 50 34635 Base Total: _ 2309.0 1847.2 As-Built Total: 2309.0 3463.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 246 0(p) -200 -49200 Slab-On-Grade Edge Insulation 00 246 0(p) -2000 -49200 Raised 00 000 00 Base Total: 11920.0 As-Built Total: 11920.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 23090 1879 433861 23090 1879 433861 • FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS , , , PERMIT# BASE AS-BUILT Summer Base Points: 66763.0 Summer As-Built Points: 61665.2 Total-.Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 616652 1 000 0 970 0 341 1 000 203968 66763.0 0.3560 23767.6 61665.2 1.00 0.970 0.341 1.000 20396.8 • . • • • •••• •••••• e O • • •••• ••••• • ••••• FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details [AD-DRESS- , 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 2309.0 2.02 841.4 Single,Clear N 1 0 50 330 491 099 1612 Single,Clear N 1 0 50 405 491 099 1978 Single,Clear S 1 0 30 85 355 1 05 31 6 Single,Clear S 10 50 660 355 101 23355 y5° Single,Clear S 1 0 90 1280 •• 3455 0 99 ?51 Single,Clear SE 1 0 50 85 2 ; Single,Clear SW 1 0 50 85 , ' �4 69 1 bb' ' • •34 9 As-Built Total: 293.0 • • 1141"4" �e WALL TYPES Area X BWPM = Points Type R-Value :Area•>X WPM• � Points Adajcent 1870 05 935 Concrete,Int Insul, Exterior 42 137L•0 1 02,• ' ' 1399 4', Exterior 13720 060 8232 Frame,Steel,Adjacent 110 187 Base Total: 1559.0 916.7 As-Built Total: 1559.0 . ., 153ni3• 110OR TYPES Area X BWPM = Points Type 4rea X WPM,. Po:Rts• ., Adjacent 190 1 30 247 Exterior Wood • 420 2 80 1.1 i 6•, Exterior 620 1 80 1116 Exterior Wood 200 280 56 0 Adjacent Insulated 190 1 30 247 Base Total: 81.0 136.3 As-Built Total: 81.0 198.3 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM = Points Under Attic 23090 010 2309 Under Attic 190 23090 030 6927 Base Total- 2309.0 230.9 As-Built Total: 2309.0 692.7 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 246 0(p) -21 -5166 Slab-On-Grade Edge Insulation 00 246 0(p) -210 -5166 Raised 00 000 00 Base Total: -516.6 As-Built Total: -516.6 INFILTRATION Area X BWPM = Points Area X WPM = Points 23090 -006 -1385 23090 -006 -1385 FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details [ ADDRESS . . . 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 4 237000 94800 660 089 4 1 00 234238 1 00 93695 As-Built Total: 9369.5 CODE COMPLIANCE STATUS �...�.' BASE ASS;BUILT Y „ , Cooling + Heating + Hot Water = Total Cooling + Heating 'Hbt Water...:. Total Points Points Points Points Points Points ' , ,.Points Points „ 23767.6 1602.5 9480.0 34850.1 20396.8 2966.4 : , 959.5' ; 32732.7 PASS O4THE STq�� 1 Q, run caD w1✓�``� ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 82.9 The higher the score,the more efficient the home. HECTOR GARCIA. , , , I New construction or existing New _ 12 Cooing s\Stems m 2 Single family or ultrtanuh Multi-lannls a Ccntral Unit Cap 42 6 613twhr 3 Number of units It nndtrtamth, I _ SI I,R 1000 - 1 Number of Bedrooms 4 b NrA 5 Is this a worst case'? No _ -- 0 Conditioned floor area(ft=) 2309112 c N A 7 Glass area R 1.pe • - • a Clear-snele pane 2910 W 13 lleatine s\stcros • • • • • • b Clear-double pane 0 0 W a 1-fectnc Strip •• ••• Caj):;2 z�Btudir .... I invother SC,'SI RIC-sinulc pane tl 0 11' (:(ow I oo • • d I mVolher SC.fSI I(,C-double pane U U ll= b NrA •••••• • • • • • •••• 8 Floor ri pes •• • a Slab-On-Grade Edge Insulation R-0 0.246 0(p)it c N1A • • N/A 14 Hot water sN stems •••• •••• •• Wall riper _ a Electric Resistance Cap•86 0 gallons"'••• a Concrete Int Insul.E\tenor R=4 2. 1372 0 W _ •• •• • EF 0 89 b Frame.Steel,Adlacent R=1 1 0 WOW b N,A • •••• •••••• - • • NA c Conser\atioucredits • • •••. •i�•• c'N A • • • • • • (I W-I lent recovery.Solai •••• •••• • 10 Ceiling ripe- _ Dl IP-Dedicated heat pump) • ••i••• a Uxder Attu R=190 2309 0 ft2 _ 15 l IVAC credits J) NA _ (CF-Ceding tan.CV-Cross ventilation. c N/A HF-Whole house tan I I Ducts PT-Programmable Thennostat a Sup Unc Ret Unc Ali Interior Sup R-6 0.47 0 ft _ RB-Attu radiant barrier b N/A ML-C-Multtrone coolme W-H-Multvone heating) I certiA,that this home has complied with the Florida Energy Efficienc) Code For Building Cotistructton through the aboNe energ} sat Ing features which will be installed(or ewecded) TKE sr In this home before final inspection Other<vIse. a nett EPL Displa\ Card trill be completed X04 = AT�O.n - based_ on installed Code compliant features Builder Signature Date Address of New Home City/FL Zip ,f�CI �y5� op rvtr� \07F 071: The home's estnnated energv performance score is on/v available through the 1'7..9IRES computer program 7/71s is not a 13tulding Energy Rating If vour score is 80 orgreater(or 86 for a US F_PA DOE Ener ,VSYtar designation), I our Koine inav qualify for en erg v effieiencv inorigage (EL11) incentives if voii obtain a hloricla Eitergv Gaiige Rating Contact the Enei�!v Gauge Hotline at 407638-1492 or vee the L•:nergv(iaiige trek site at wi(ir/.sec uc f edit for information and a hie of certified Raters 1 or inforniahan about Norida'.s Eoergv 1,fficiencv Code l,or Building Construction, Uintaci the Department of Cannnunity I ffairy at 850,487-1824 BUILDING INPUT SUMMARY REPORT Title: MONTEBELLO 3 Family Type: Multi Address Type: Street Address I--- Owner: HECTOR GARCIA New/Existing: New Lot#: N/A W #of Units: 1 Bedrooms: 4 Subdivision: N/A O1 Builder Name: HECTOR GARCIA Conditioned Area: 2309 Platbook: N/A Climate: South Total Stories: 1 Street: (blank) CL Permit Office: SOUTH MIAMI Worst Case: No County: (blank) Jurisdiction#: (blank) Rotate Angle: (blank) City,St,Zip: ` w Floor Type R-Val Area/Perimeter Units # Door Type Orientation Area Units -—---- -- - --- ---- - -- --O 1 Slab-On-Grade Edge Insulation 0 0 246 0 ft 1 - _ 2 9 (P) � 1 Wood --Exterior 42 0 ft 1 O 0 2 Wood Exterior 200 ft2 1 J I O 3 Insulated Adjacent 19 0 ft2 1 LL # Ceiling Type R-Val Area Base Area Units # System Type Efficiency Capacity Z 1 -Under Attic 19 0 2309 0 ft2 2309 0 ft2 1 Z 1 Central Unit SEER 1000 42 6 kBtu/hr LtJ O O 1# Wall Type Location R-Val Area Units Credit Multipliers None • • • • • • a a a aeaa ee e 1 Concrete Block-Int Insul Exterior 42 1372 0 ft2 1 # System Type ••• 6fficienc ••• ••• J 2 Frame-Steel Adjacent 11 0 187 0 ft2 1 0 Y Capacity • • J Z 1 Electric Strip • COP-1 00 ...0 fi k6 ut /h 5 1 Q •• • W • # Panes Tint Ornt Area OH Length OH Hght Unit' Credit Multipliers. None • # Supply Return Air Hand r S�j I • 1 Single Clear N 165 ft2 1 0 ft 5 0 ft 2 PP y •••.Supply •••• • Location Location _Locatior>o_ Ra al Length 2 Single Clear N 135 ft2 1 0 it 5 0 ft 3 �' 1 Uncond Uncond Interior • 6 0 •47 0 ft • 3 Single Clear S 8 5 ft2 1 0 ft 3 0 it 1 (� • • - 4 Single Clear S 165 ft2 10ft 50ft 4 M • •••• •••• • 5 Single Clear S 640W 10ft 90ft 2 Q •aa•a• ••aaa• 6 Single Clear SE 8 5 ft2 1 Oft 5 0 it 1 • • 7 Single Clear SW 85 ft2 1 0 ft 5 0 ft 1 • 1 # System Type EF Cap.••EenservatiorfW Con EF• • ------ -- --- - — ------ - - -- ------- ---- -- ' LLI 1 Electric Resistance 0 89 66 OP None -000 ••• • Q # Use Default? Annual Operating Cost Electric Rate 0 LL 1 Yes N/A N/A LU _Z j I i I � Rater Name: CodeOnlyPro Class#: 3 Pool Size: 0 U Rater Certification#: CodeOnlyPro Duct Leakage Type: N/A Pump Size: 0 00 hp Area Under Fluorescent: 00 Visible Duct Disconnects: N/A Dryer Type: Electric Area Under Incandescent: 00 Leak Free Duct System Proposed: No Stove Type: Electric NOTE:Not all Rating info shown HRV/ERV System Present?: No Avg Ceil Hgt: Residential, System Sizing Calculation Summary HECTOR GARCIA Project Title Class 3 Rating MONTEBELLO 3 Registration No 0 Climate South 1/5/00 Location for weather data" Miami - Defaults Latitude(25) Temp Range(L) Humidity data Interior RH 50% Outdoor wet bulb 76F Humidity difference 56 r Winter design temperature 47 F Summer design temperature 90 F Winter setpoint 72 F Summer setpoint 72 F Winter tem erature difference 25 F Summer temperature difference 18 F Total heating load calculation 30377 Btuh Total cooling load calculation 35524 Btuh _ Submitted heating capacity 42600 Btuh Submitted cooling capacity 42600 Btuh Submitted as% of calculated 140.2 % Submitted as % of calculated 1199 % •'• . . . 0 o e eeee .• • WINTER CALCULATIONS ,*see -- Winter Heating Load for 2309 s ft • .... Load component Load Duc7Si5%, •• • Window total 293 sqft 8468 Btuh Infil f1 494.) • ��. • • wnd.-A MA nc Wall total 1559 sqft 7334 Btuh • Door total Doors(s%) ."•'.� °° °• 81 sgft 892 Btuh Ceiling total 2309 sqft 3002 Btuh Floor total 246 ft 4994 Btuh Infiltration 154 cfm 4242 Btuh Flpprs(16%) •••• ' `Subtotal �"''"9 (�n�?' "•" 28930 Btuh �/� '... �.•.•' Duct loss 1447 Btuh �y TOTAL HEAT LOSS 30377 Btuh SUMMER CALCULATIONS Summer Cooling Load for 2Jsq Load com onent Load Window total 2 9296 Btuh Wall total 15 5362 Btuh LMeM,nf,1(14%)�� Door total _ 81 sqft 959 Btuh `\ndows(26%) Ceiling total 2309 sqft 5588 Btuh Flbortotal 0 Btuh ImGain(6%) Infiltration 135 cfm 2672 Btuh Internal gain 2700 Btuh DUCtS(7%) Subtotal(sensible) 26577 Btuh 6e,l,nysf,6%) Duct gain 2658 Btuh nfll(6%' Total sensible gain 29235 Btuh C.00(3%) wfanar,s%, Latent gain(infiltration) 5139 Btuh Latent gain(internal) 1150 Btuh The sizing method used was EnergyGauge@ System Sizing Total latent gain 6289 Btuh PREPARED BY ^ TOTAL HEAT GAIN 35524 Btuh DATE Manual J Summer Calculations Residential Load - Component Details (continued) HECTOR GARCIA Project Title- Class 3 Rating MONTIBELLO 3 MODEL C Registration No 0 Climate, South 1/5/00 Subtotal 30655 Btuh Duct gain(using duct multiplier of 0.10) 3066 Btuh Total sensible gain 33721 Btuh Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 4805 Btuh Latent occupant gain (5 people @ 230 Btuh per person) 1150 Btuh Latent other gain 0 Btuh TOTAL GAIN ' •••• • 39676 Btuh Key Window ( g g a a a e e a e e e Y types SC-Shading coefficient of lass as SC numerical value or as clear or tint) • • • ' (U-Window U-Value or'DEF for default) " "'• "" (InSh-Interior shading device none(N),Blinds/Daperies(B)or Roller Shades(R)) • :.•... (ExSh-Exterior shading device none(N)or numerical value) • • • •••• (Ornt-compass orientation) •• • • • •••• •••••• - e s • • •••• ••••• e System , Sizing Calculations - Summer Residential Load - Component Details HECTOR GARCIA Project Title MODEL C Class 3 Rating MONTIBELLO 3 _ Registration No 0 Climate South Reference City Miami (Defaults) Summer Temperature Difference 18 0 F _ 1/5/00 Type Overhang Window Area(sgft) HTM FLo Window Panes/SC/U/InSh/ExSh Ornt Len H t Gross Shaded Unshaded Shaded Unshade-1 1,Clear,DEF,N,N N 1 5 495 00 495 2g 2 1,Clear,DEF, N, N 29 uh N 1 6 20 0 0 0 20 0 29 29 uh 3 1,Clear,DEF,N, N NE 1 6 200 00 200 29 4 1,Clear,DEF, N,N 62 1240 Btuh S 1 3 4 5 45 00 29 46 131 Btuh 5 1,Clear,DEF,N,N S 1 5 495 495 00 ro 1,Clear, DEF,N,N 29 46 1436 Btuh S 1 4 130 130 00 29 46 377 Btuh 7 1,Clear, DEF,N,N S 1 9 360 360 8 0 0 29 46 1044 Btuh • • 1,Clear,DEF,N, N S 1 9 36 0 36 0 ' ' • 0 0 29 46+•• + 1044 Btuh • • • 9 1,Clear, DEF,N,N S 4 9 640 640 • • ` 10 0 0 29 4S e e 1.83g°�juh s• • 1,Clear,DEF,N,N W 1 9 360 00 87 ` .++e 11 1,Clear, DEF,N, N 360 29 •' 313�`�tuh . • W 32 7 24 0 240 00 29 87 46.6ih � • Window Total •• • 353 •. 12971 *Btuh • Walls Type R-Value Area HTM L ••• 1 Concrete-Exterior • •••••• 4 2 15780 • 2 Frame-Adjacent 11 0 3 7 •e • 5830.5tajh + 2980 15: i 454-Btuh •e•••+ e • Wall Total • 1 Area 0 Doors Type 6296•-Btuh •••••• Are HTM•• •• Load:o* • 1 Wood-Exter 426 11 8• • •gtwh •• ••• 2 Wood-Exter • W• 200 11 8 " • 236 Btuh . 3 Insulated-Ad1ac 190 12 12 0` 229 Btuh • Door Total 81 6 Ceilings Type/Color 966 Btuh R-Value Area HTM Load 1 Under Attic/Dark 190 21590 24 5225 Btuh Ceilinq Total 21590 Floors Type R-Value 5225 Btuh Size HTM Load 1 Slab-On-Grade Edge Insulation 0 0 264 0 ft(p) 00 0 Btuh Floor Total 2640 Infiltration Type 0 Btuh ACH Volume CFM= Load Natural 035 21590 Mechanical 1262 2499 Btuh Infiltration Total o o Btuh 126 2499 Btuh Internal Occupants Btuh/occupant Appliance Load ain 5 X 300 + 1200 2700 Btuh n System Sizing Calculations - Winter Residential Load - Component Details HECTOR GARCIA Project Title: Class 3 Rating MONTEBELLO 3 Registration No 0 Climate South Reference City. Miami (Defaults) Winter Temperature Difference 250 F 1/5/00 - Window Type(Pa nes/SC/Frame/U Orientation Area X HTM= Load 1 1, Clear, Metal, DEF N 330 289 954 Btuh 2 1, Clear, Metal, DEF N 40.5 289 1170 Btuh 3 1, Clear, Metal, DEF S 85 289 246 Btuh 4 1, Clear, Metal, DEF S 660 289 1907 Btuh 5 1, Clear, Metal, DEF S 1280 289 3699 Btuh 6 1, Clear, Metal, DEF SE 85 289 246 Btuh 7 1, Clear, Metal, DEF SW 85 289 246 Btuh Window Total 293 ..... 8468 Btuh Walls Type R-Value Area X HTM= Loyd•••• •• • 1 Concrete - Exterior 4.2 1372 5 1 •• 6997613ttth ,•' 2 Frame -Adjacent 11 0 187 1 8 33T.RUJL _ Wall Total 1559 7334 Btuh • Doors Type Area X HTM= Lood••• 1 Wood - Exter 42 11 5 •••• 483 Wijb 2 Wood - Exter 20 11 5 23G Awh •••• • 3 Insulated -Adjac 19 94 •. 179 Btmh • . 0000 .41 00". Door Total 81 •"•••• 892Bt�f1 Ceilings Type R-Value Area X HTM= Load'", 4141:••. 1 Under Attic 190 2309 1 3 4141"" 3002 bluh : Ceiling Total 2309 3002Btuh Floors Type R-Value Size X HTM= Load 1 Slab-On-Grade Edge Insul 0 246 0 ft(p) 203 4994 Btuh Floor Total 246 4994 Btuh InfiltratiAra Type ACH X Building Volume CFM= Load Natural 0.40 23090(sgft) 154 4242 Btuh Mechanical 0 0 Btuh Infiltration Total 154 4242 Btuh Subtotal 28930 Btuh Totals for Heating Duct Loss(using duct multiplier of 0.05) 1447 Btuh Total Btuh Loss 30377 Btuh Key Window types(SC-Shading coefficient of glass as SC numerical value or as clear or tint) (Frame types-metal,wood or insulated metal) (U-Window U-Value or'DEF'for default) (HTM-Manuali Heat Transfer Multiplier) Key ricer size(perimeter(p)for slab-on-grade or area for all other floor types) • System Sizing Calculations - Summer Residential Load - Component Details HECTOR GARCIA Project Title, Class 3 Rating MONTEBELLO 3 Registration No. 0 Climate. South Reference City Miami (Defaults) Summer Temperature Difference 18.0 F 1/5/00 Type Overhang Window Area(sgft) HTM Load Window Panes/SC/U/InSh/ExSh Ornt Len H t Gross Shaded Unshaded Shaded Unshaded 1 1,Clear,DEF,N,N N 1 5 330 00 330 29 29 957 Btuh 2 1,Clear,DEF,N,N N 1 5 405 00 405 29 29 1174 Btuh 3 1,Clear,DEF,N, N S 1 3 85 85 00 29 46 246 Btuh 4 1,Clear, DEF, N, N S 1 5 660 660 00 29 46 1914 Btuh 5 1,Clear,DEF,N,N S 1 9 1280 1280 00 29 46 3712 Btuh 6 1,Clear,DEF,N, N SE 1 5 85 00 85 29 76 646 Btuh 7 1,Clear,DEF,N,N SW 1 5 85 00 85 29 76 646 Btuh Window Total 293 92 Btuh ' .. Walls Type R-Value Area HTK•• L'gad. ease _ 1 Concrete-Exterior 42 13720 397 v6074•Btuh 2 Frame-Adjacent 11 0 1870 1a6 0 288*Btuh ••••• Wall Total ' 1559 0 Wtuh Doors Type Area HTM Load goal:' 1 Wood-Exter 420 495•Btuh •• 2 Wood-Eater 200 • • •ea9 •.•••• 11.8 • 236 Btuh 3 Insulated-Adiac 190 12 0 qq• Bt.h • • • ��•`i• era••• Door Total 81 0 goal goal' • • .Btuh .r... Ceilings Type/Color R-Value Area HMO L'oad•' 1 Under Attic/Dark 190 23090 24 5588 Btuh •• ••• Ceiling Total 23090 5588 Btuh Floors Type R-Value Size HTM Load - 1 Slab-On-Grade Edge Insulation 00 246 0 ft(p) 00 0 Btuh Floor Total 2460 0 Btuh Infiltration Type ACH Volume CFM= Load Natural 035 23090 1350 2672 Btuh Mechanical 0 0 Btuh Infiltration Total 135 2672 Btuh Internal Occupants Btuh/occupant Applian Load ain 5 X 300 + 1200 ce 2700 Btuh . Manual , J summer Calculations Residential Load - Component Details (continued) HECTOR GARCIA Project Title. Class 3 Rating MONTEBELLO 3 Registration No 0 Climate South 1/5/00 Subtotal 26577 Btuh Duct gain(using duct multiplier of 0.10) 2658 Btuh Total sensible gain 29235 Btuh Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 5139 Btuh Latent occupant gain (5 people @ 230 Btuh per person) 1150 Btuh Latent other gain 0 Btuh TOTAL GAIN 35524 Btuh • ;0 ` Key Window types(SC-Shading coefficient of glass as SC numerical value or as clear or tint • • • •••• •• • (U-Window U-Value or'DEF'for default) ) • • • • • •• • 0000 0000 (Irish-Interior shading device none(N), Blinds/Dapenes(B)or Roller Shades(R)) • • 0 (ExSh-Exterior shading device none(N)or numerical value) •00000 • • (Ornt-compass orientation) • • • 0004 •• • • • • • • • 0• • • 0000•• • • 0000•• • 9000 0000 • 0 • • • . • • 0000 0000•• • • • 0000 0000•• • • • • 0000•• •00• • • • • • • •9•• 0000• • • • • • • 0000 9••• • • • 00.00 f At 4 JOB M�ntehe112 LEO LLANOS, P.E. I�Iedel R One Story I of 44- Consulting Structural Engineer SHEET NO 18495 S Dixie Highway, #337 CALCULATED IBY LLL DATE MIAMI, FLORIDA 33157 LLL (305) 378-6916 CHECKED BY DATE �-C)a� r *� ) i SCALE ray, f Atkt ^IY � STRUCTURAL CALCULATIONS Applicable Code * SFBC 1994 Building Code * ACI 318-92 Reinforced Concrete * ACI 530-92 Reinforced Masonry * Masonry Designers Guide byACI, TMS,ASCE * ASCE 7-93 Wind Criteria per SFBC chapter 23 & ASCE 7 Basic Wind Speed ----- 1 l Omph height< 60 feet Exposure "C" I= 1 05 ( Importance Factor) At hurricane Oceanline Qz 0 00256Kz(IV)* Cp= 80 at underside of roof for open structure Gh , Gz ( gust response factor) Gcpi ( Internal pressure coefficient) Design Loads Roof Dead Load ------ 15 psf( top chord) 10 psf( bot chord) Roof Live Load--------- 30 psf pitch of roof 5/12 angle =22 6 degrees Mean Roof Height --------- 17.50 feet above grade B= 82 42 FEET "a" = 8 42 FEET L= 41.33 FEET "a" = 4 10 FEET 1994 SFBC 2403 2 PRESUMPTIVE SOIL CAPACITY For undisturbed sand, or sand and rock the maximum Assumed Soil Bearing Pressure=2,000 psf To be substantiated by Testing Lab Owner's Representative for "Inspection and Testing" ESA Design Group ` All concrete to be fc = 3,000 psi E= 3,122,018 psi reinforcing steel fy= 60,000 psi fs=24,000 psi Es= 29,000,000 psi Em= 1,500,000 psi N=Es/Em =19 33 All block 8" ASTM C-90 Hollow Unit Masonry Design fm = 1,500 psi Grout shall comply with ASTM C 476, 28 days min comp strength= 2,000 psi Grout Slump Required ---- 8"-11", provide cleanout holes at filled cells Max. grout lift height= 5.0 feet Max. pour height= 12.0 feet Contractor to consolidate grout lifts with 3/4 inch vibrator Mortar Slump Required (ASTM 270)----- 5"-8" type "S Structural Engineering contained herein shall bear the,Engineei-'s! original signature, date and impressed seal. Per Chapter 471p;'FV'K. L v f " t ' Leo Llanos, P .E . Consulting Structural Engineer PIOJEC" Montebello 2 FILE PG. NO 1 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi STRUCTURE DATA : : : : : : : : . . . . . . . . . Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 2 SURFACE : WINDWARD M `S SURFACE LEEWARD — SIDE_L 82 .42 ft SIDE_B 41 . 33 ft SURFACE SIDEWALLS 4 TABLE 9 CONDITION I Leo Llanos, P .E . Consulting Structural Engineer PROJECT* Montebello 2 FILE PG. NO 2 a SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK w ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . p = q.Gh. Cp - gh. (GCpi) q qz for windward wall evaluated at height z qh for leeward wall , side wall , and roof evaluated at mean roof height Gh given in Table 8 Cp given in Fig. 2 (Table 10 for arched roofs) Cpi : given in Table 9 : : : : : : : : : CALCULATION OF PRESSURE COEFFICIENT (q) : . . . . . . q = 0 . 00256 . Kz . (I .V) -2 (Eq. Cl) q = 33 . 83 * Kz CALCULATION OF GUST FACTOR (G) . . . . . . . . . . . . . . . . . . . . . . . . . . Gz = 0 . 65 + 3 . 65 (Tz) (Eq. C5) Where Tz = 2 . 35 * Sgrt (Do) / ( z/30) "' (1/Alpha) (Eq. C6) Do = 0 . 005 (Table C6) Alpha = 7 . 0 (Table C6) Leo Llanos, P .E . Consulting Structural Engineer PROJE�"T Montebello 2 FILE PG. NO 3 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WINDWARD WALL . . . . . . . . . . . . . . . . . . TABLE OF WIND LOADS . . . . . . . . . . . . . . . . . . HEIGHT Kz Cp Gh +GCpi -GCpi q qh p p (ft) (psf) (psf) (psf) (psf) 0 - 15 0 . 80 0 . 80 1 . 31 0 . 25 -0 . 25 27 . 09 28 . 31 21 . 21 35 . 36 15 - 18 0 . 84 0 . 80 1 . 31 0 . 25 -0 . 25 28 . 31 28 . 31 22 .48 36 . 64 Leo Llanos, P .E . Consu=lting Structural Engineer PROJECT Montebello 2 FILE PG. NO 4 SITE ' Dade County BY LLL DATE 10/19/99 SUAJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS LEEWARD WALL . . . . . . . . . . . . . . . . . . Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp Leeward (side B) _ -0 . 301 Cp Leeward (side L) _ -0 . 500 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure-Side B, p = -18 .21 psf Case II ( -GCpi) Pressure-Side B, p = -10 . 00 psf Case III (+GCpi) Pressure-Side L, p = -25 . 55 psf Case IV (-GCpi) Pressure-Side L, p = -11 .40 psf Leo Llanos, P .E . Consulting Structural Engineer PROJECT ; Montebello 2 FILE PG. NO 5 SITE " Dade County BY LLL DATE 10/19/99 SUtJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS SIDE WALLS . . . . . . . . . . . . . . . . . . Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp Side Walls = -0 . 700 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = -32 . 94 psf Case II (-GCpi) Pressure, p = -18 . 79 psf *** Positive Pressure acts toward surface. Negative Pressure acts away from surface . *** Combined wind pressure shall not be less than 10 . 00 psf . Leo Llanos, P .E . Consulting Structural Engineer PROJECT' Motebello 2 FILE PG. NO 1 SITE Dade County BY LLL DATE : 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : : STRUCTURE DATA : : : : : : : : . . . . . . . . . . . . . . . . . Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 2 WINDWARD NORMAL TO RIDGE - WINDWARD PARALLEL TO RIDGE LEEWARD NORMAL TO RIDGE LEEWARD PARALLEL TO RIDGE SIDE_L 82 .42 SIDE_B 41 .33 ANGLE 22 . 60 TABLE 9 CONDITION I Leo Llanos, P.E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 2 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p p = q.Gh.Cp - gh. (GCpi) q qz for windward wall evaluated at height z qh for leeward wall , side wall, and roof evaluated at mean roof height Gh given in Table 8 Cp given in Fig. 2 (Table 10 for arched roofs) Cpi : given in Table 9 : : : : : : : : : CALCULATION OF PRESSURE COEFFICIENT (q) . . . . . . . . . . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz CALCULATION OF GUST FACTOR (G) Gz = 0 . 65 + 3 . 65 (Tz) (Eq. C5) Where Tz = 2 . 35 * Sgrt (Do) / ( z/30) - (1/Alpha) (Eq. C6) Do = 0 . 005 (Table C6) Alpha = 7 . 0 (Table C6) Leo Llanos, P . E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 3 SITE y Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Windward Normal to Ridge Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp = 0 . 226 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = 10 . 00 psf Case II (-GCpi) Pressure, p = 15 .43 psf Case III (-GCpi) Pressure, p = -10 . 00 psf Case IV (-GCpi) Pressure, p = 10 . 00 psf Leo Llanos, P.E . Consulting Structural Engineer PROJECT' Motebello 2 FILE PG. NO 4 SITS Dade County BY LLL DATE 10/19/99 SUBJECT_ ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Windward Parallel to Ridge Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 .250 Cp = -0 . 700 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = -32 . 94 psf Case II (-GCpi) Pressure, p = -18 . 79 psf Leo Llanos, P . E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 5 SIZE * Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Leeward Normal to Ridge Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp = -0 . 700 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = -32 . 94 psf Case II (-GCpi) Pressure, p = -18 . 79 psf Leo Llanos,_ P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 6 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Leeward Parallel to Ridge Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp = -0 . 700 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = -32 . 94 psf Case II ( -GCpi) Pressure, p = -18 . 79 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Combined wind pressure shall not be less than 10 . 00 psf . Leo Llanos, P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 1 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : : STRUCTURE DATA : : : : : : : : . . . . . . . . . . . . . . . . . Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 3 ZONE 1 MEAN ROOF HEIGHT LESS THAN 60 . 00 FT. ' ) AREA 500 Ft2 .v� ��`'`"'� ANGLE 22 . 61 deg �v�� TABLE 9 q CONDITION I �� - 4 t Leo Llanos, P.E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 2 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p : . . . . . . . p = qh. [ (G .Cp) - (GCpi) ] qh evaluated at mean roof height using exposure C GCp given in Fig . 3a and 3b GCpi given in Table 9 : : : : : : : : : CALCULATION OF PRESSURE COEFFICIENT (q) : . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz Leo Llanos, P . E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 3 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 0 . 00 -GCp = -1 . 10 +GCpi = 0 . 25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III (-GCp, +G pi) Pressure, p = -38 . 22 psf Case IV (-GCp, -GCpi) Pressure, p = -24 . 06 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Wind pressures shall not be less than 10 . 00 psf . Exposure Category C for all terrains . Leo Llanos, P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 1 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : : STRUCTURE DATA : : : : : : : : . . . . . . . . . . . . . . . . . v Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 3 ZONE :( 2) MEAN ROOF HEIGHT LESS THAN 60 . 00 FT. AREA 500 Ft2 ANGLE 22 . 61 deg TABLE 9 � `�/� CONDITION I Leo Llanos, P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 2 SIT: Dade County BY LLL DATE 10/19/99 SUBJECT_ ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . p = gh. [ (G.Cp) - (GCpi) ] qh evaluated at mean roof height using exposure C GCp given in Fig. 3a and 3b GCpi given in Table 9 : : : : : : : : : CALCULATION OF PRESSURE COEFFICIENT (q) : . . . . . . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz Leo Llanos, P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 3 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 0 . 00 -GCp = -2 . 00 +GCpi = 0 . 25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III (-GCp, +Gi ) Pressure, p = -63 . 70 psf Case IV (-GCp, -GCpi) Pressure, p = -49 . 54 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Wind pressures shall not be ,less than 10 . 00 psf . Exposure Category C for all terrains . Leo Llanos, P.E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 1 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : : STRUCTURE DATA : : : : : : : : Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 3 W >� ZONE :( 4J MEAN ROOF HEIGHT : -LESS THAN 60 . 00 FT. _ AREA 48 F t z TABLE 9 CONDITION I Leo Llanos, P .E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 2 SIT-E Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . p = qh . [ (G .Cp) - (GCp i) ] qh evaluated at mean roof height using exposure C GCp given in Fig. 3a and 3b GCpi given in Table 9 CALCULATION OF PRESSURE COEFFICIENT (q) : . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q 33 . 83 * Kz Leo Llanos, P.E . Consulting Structural Engineer PROJECT Motebello 2 FILE PG. NO 3 SITE Dade County BY LLL DATE 10/19/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 1 . 24 -GCp = -1 . 34 +GCpi = 0 . 25 -GCpi _ -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) Pressure, p = 28 . 02 psf Case II (+GCp, -GCpi) Pressure, p = 42 . 17 psf Case III ( -GCp, +GCpi) Pressure, p -� 45 . 00 psf Case IV ( -GCp, -GCpi) Pressure, p = -30 . 85 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Wind pressures shall not be less than 10 . 00 psf . Exposure Category C for all terrains . JOB LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE 60 S 1 (,b�l J 55 X l°I,a xZ = a-o CIO Ibs S�0 (ei-n' � �1D�L - Six 1��2 ; 1�CcD'ak a, zs;(z) t tax � c.� Z 1253 Ibs . JOB 2 LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE , . JOB ' LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE ' SCALE z 3' •l l b/i I l b 4. ►u + , � � j � 4.22t � �1 � • >>O� i�o • 20� � • qG8/ a4S 4-0� fi4.22t. H 4.33 �' � � JOB m A n,�g�i 1 l�%b LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO of 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE A N � L � L L— Its z oJDS � . � Z QtL ' l L 3 -/1 1 ---- - 90 P S I PS if 2,�� LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE 1 cQ b Z,µ - 9� U C� 2 aXJ/fir I 1 fj u 1J� N- 4v - - C-0 nc JOB �"o t,�A LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE 0/4 ?1 Ca toa 'b'4L JOB M � ��e� Z �i O LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE � F4 (T�A C-q •T• COCA � � 1 � bOZ 1r� d�SCn � I, 3� Y•2 > j1�32O l�s , � ? -14-o IL�s ol� r � 2 4 .43k5 1 �3 y ,� 1 JOB l"`unTe Utt" LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE �t n r r t_ v - a -� U)al� - d� � v -i-0 2-�? = � J -210 t`,Al'a 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 #950087 LEO LLANOS P.E . KEY BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME : 11 : 15 : 8 JOB : MONTEBELLO MODEL B MONOLITHIC FOOTING FOR MAX WALL LOAD *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 36 . 00 inches WD 1115 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 WL 570 . 0 plf FC 3 . 0 ksi WID 8 . 00 UD 10 . 0 psf FY 60 . 0 ksi D 12 . 00 it T 4 . 00 If *BAR SIZES* B2 8 . 00 It LBAR # 5 TBAR # 3 DP 1 . 00 inches B3MAX 72 . 00 if SPAMIN 4 . 00 inches SPAMAX 24 . 00 inches *RESULTS* B 16' inches PTOT 2099 plf BARS AND SPACING � � B2 8 " EXT _ L L'�> i;l Q 1971 psf 2 # 5 #3 @ 15 B3- 30 QINT 1177 psf - _ --_-_ End -of �I1�6F60T �l Elapsed Time . 0 min 1 sec J 1 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 #950087 LE0- LLANOS P.E . KEY BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME : 11 : 22 :43 JOB : MONTEBELLO MODEL B MONOLITHIC FOOTING FOR ROOF SPANS =12FEET - *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 815 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 if WL 210 . 0 plf FC 3 . 0 ksi WID 8 . 00 UD 10 . 0 psf FY 60 . 0 ksi D 12 . 00 " T 4 . 00 *BAR SIZES* B2 8 . 00 LBAR # 5 TBAR # 3 DP 1 . 00 inches B3MAX . 00 SPAMIN 4 . 00 inches SPAMAX 12 . 00 inches Note : Transverse reinforcing - Use mesh as required by local code *RESULTS* B 16 inches PTOT 1294 plf BARS AN SPACIW_ B2 8 QEXT 1889 psf 2 # 5 #0 @ 0 ? B3 0 QINT 51 psf End of MONOFOOT L) - --- - — Cc .,I Out Elapse Time : 0 min 0 sec tic ww. �. I � INTRASOFT: MASWALL - Masonry Wall Design Version 5 . 0 - 09/12/94 - C5 . 1 Copyright (C) 1986-1994 , INTRASOFT Inc . , Boca Raton, FL 33432 (407) 394-4257 User_ #950087 LEO- LLANOS P.E . KEY BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME : 12 : 3 : 33 Job Title : MONTEBELLO 10 FOOT HIGH MASONRY WALL INPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm MASONRY = 1500 psi Fs REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19 . 33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 10 . 00 ft UNSUPPORTED HEIGHT = 10 . 00 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4 . 60 in LOAD DATA \ UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O . = 475 . 00 plf \ UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O .W = 575 . 00 plf �,JJ! UNIFORM LOAD ECC. = . 00 in --"" WIND LOAD = 45 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = REINFORCEMENT-DATA / REBAR SIZE 11{#11 = 5 REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3 . 75 AREA PER FOOT = . 077 in-2 REBAR PERCENTAGE _ . 17 0 ANALYSIS RESULTS --------------- --------------- ALLOWABLE STRESSES - - - - - -- -- - -- ----- - ' AXIAL STRESS = 334 psi , BENDING STRESS : Masonry 499 psi Steel 24000 psi <VERTICAL LOADS> <<<<<<<<< ACTING MOMENTS >>>>>>>>> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (lb-in) (lb-in) (lb-in) (lb-in) - - - - -- ---- -- - -- - - - --- - ---- ---- - -- -------- ----- -- ------ --------------- AT TOP 475 575 0 0 -- - ---- -- - - --- AT MIDHEIGHT 775 575 0 0 6750 0 <<<<<<<<<<< LOAD FACTORS >>>>>>>>>>> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD - - - -- - ----- -- ---- - - ----- -- ----- -- ---- ------- -- -- ---- - - - - - --- - - 1 AT MIDHEIGHT 1 . 00 1 . 00 1 . 00 . 00 <<<<<<<<<< ACTUAL STRESSES >>>>>>>>>> COMBINED << BENDING >> << BENDING >> LOAD MOMENTS AXIAL MASONRY STEEL << COMBINED STRESSES >> CASE (lb-in) (psi) (psi) o MAX (psi) o MAX ACTUAL ALLOW STATUS - -------------- ------------------ �. 77 -- --- ---- -- -- -----COOD 6750 24 383 25379 1 . 06 . 816 1 . 33 End of MASWALL Elapsed Time : 0 min 0 sec JOB C, \c LxJI A f t� LEO LLANOS, P.E. • Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE y e- 812- /I/1, O , Uzi 2 .� f r 2 JIi I r I e�ec i{ � - OJ< 6u A S-f M C g 0 ISoo PS I 6e)coo 0 ErN, S/cam a �S 1 I 1.4.2 l,� _ ' ¢� �� ,4Z) y 33414 N�W A x + l o o4/1 + 200'' - 1 I o o 4/1 too Y- r in f_r, JOB LEO LLANOS, P.E. • Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 CALCULATED BY DATE MIAMI, FLORIDA 33157 (305) 378-6916 CHECKED BY DATE SCALE (2) Z J �cS-A x Z•� - ..r � � r s d' AT Jib . I V)Z -t- 2nd – � P = • 3 z s 0 � F7- Ibs Z x /Iz (e S�j F 7- �bs �— m 0 r) 6')n7 r-0 �s 1A _1 LEO LLANOS, P.E. JOB 11 Y�.l 0 I h 1 V W CL��I I I • Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 ALL MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE • SCALE N OL '14 1 i Z (1el del J i u oX Eb /z �p �;U ,.. � .P � 0. 0 N 6 ` UJ) l OG� h ��- �'� � �'v�/L U n ��a C��-C� c._�l'.�? �✓n to� �-C_r l�'1 ' � �a � I 23 > 21s J ---------- JOB 00 0 I LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY - DATE SCALE 0 3 - 31 I -- 00, i J I �r SN," P � 3Z-0 P f 7 2 34 �� Jv INTRASOFT: MASWALL - Masonry Wall Design I"1 � Version 5 . 0 - 09/12/94 - C5 . 1 Copyright (C) 1986-1994, INTRASOFT Inc . , Boca Raton, FL 33432 (407) 394-4257 User #950087 LEO LLANOS P.E . KEY BISCAYNE FL 33149 Input data filename : b DATE : 4- 9-2000 TIME : 14 :43 : 46 Job Title : INPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm MASONRY = 1500 psi Fs REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19 . 33 - SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO -WALL DATA / TOTAL HEIGHT(Z_�8 1 . 17 ft UNSUPPORTED HEIGHT = 11 . 17 ft WALL THICK. in EQUIV WALL THICK. = 4 . 60 in LOAD DATA UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O.W = 475 . 00 plf UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O.W = 575 . 00 plf UNIFORM LOAD ECC. = in WIND LOAD = 45 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = . 00 REINFORCEMENT-DATA REBAR SIZE "#" = 5 \� REBAR LOCATION = CENTER REBAR SPACING = (:48 in DEPTH TO REINF = 3 . 75 AREA PER FOOT = . 077 in^2 REBAR PERCENTAGE _ . 17 a ANALYSIS RESULTS --------------- --------------- ALLOWABLE STRESSES ------------------ � AXIAL STRESS = 324 psi . BENDING STRESS : Masonry 499 psi Steel 24000 psi <VERTICAL LOADS> <<<<<<<<< ACTING MOMENTS >>>>>>>>> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (lb-in) (lb-in) (lb-in) (lb-in) --------------------------------------------------------------------- AT TOP 475 575 0 0 ------- ------- AT MIDHEIGHT 810 575 0 0 8421 0 «««««< LOAD FACTORS »»»»»> LOAD, DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT MIDHEIGHT 1 . 00 1 . 00 1 . 00 . 00 <<<<<<<<<< ACTUAL STRESSES >>>>>>>>>> COMBINED << BENDING >> << BENDING >> LOAD MOMENTS AXIAL MASONRY STEEL << COMBINED STRESSES >> CASE (lb-in) (psi) (psi) o MAX (psi) $ MAX ACTUAL ALLOW STATUS -------------------------------------------------------------------------------- 1 8421 25 477 . 96 31665 1 .32 1 . 007 1 . 33 GOOD End of MASWALL Elapsed Time: 0 min 0 sec f^ Ili LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO of 18495 S Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY - _ DATE SCALE • II `` F1 o . '4 4 k J-2 G"ck Cif \CAr\A M Ir I N G-) d UT Gt M.C.r = LD .4 f ^s'_d Y'_ 12 >` 2 = •3 5 4 K - ono k P(�-3 'J' oF -7A - I (� - k + tz r 3S k '4T s1 �17L S Co' n ,u JOB LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO Q— OF 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 - CHECKED BY DATE SCALE d , - I q L , I S k/I d . dS� J 3' SSk 3' 3� LEO LLANOS, P.E. J00 Consulting Structural Engineer SHEET No Z of 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 _ CHECKED BY DATE SCALE r Cfh �� C V FI i �-� 1 1 ' 1 G 1 Tk ' = r] U Cp '/i _ Fug ( , ao o0 5 , 4 p G� �ti� 33x 7 x , I� _ � �-a4 �I J ! S ,677 k � 5 a JOB M U 1� ( �Ln 2 LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO 4 3 OF • 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 _ CHECKED BY DATE SCALE x l (_p I rv-T&--1 (4 c�, L ! o � 5 � sF 7 f, F1 61 1 JOB ��'1 '�+-t� 2- �t-(�1 LEO LLANOS, P.E. i Consulting Structural Engineer SHEET NO 4+ OF 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE C , -� �y/ U # S Top , -2 z I E-s N c a. 30 �1 ,� Z l l� M� = I°1. �� '� • 12 (v kn � ASS � nrr, , �= 115 a0 , bo '�'�.� Cqc = r- z J 1 _ � 1 L t� J == ,,<<' <B?:ACING LIST»»_____________________________===«<<BEST.TRUSS .CO. >>> Customer HG.ENTERPRISES-B ' Date 6-8-2000 Project # OA65 Page ==Bld(8/11/1998),v1 TRUSS ID WEB BRACING SCHEDULE Si- @ 1/2 PTS : 3-1, , S2'` @ 1/2 PTS : 7-12 , @ 1/3 PTS : 3-1, R. S3! @ 1/2 PTS : 3-1, 7-13 , 8-12 , rte, S4., @ 1/2 PTS : 3-1, S5 @ 1/3 PTS : 3-1, . Tl @ 1/2 PTS 3-1, 7-9, •. urt Fu T9 @ 1/2 PTS 7-9, •' ' •'., a " @ 1/3 PTS 3-1, �> r �C•�' `�+ •. �'1'� S6 @ 1/2 PTS 6 17, @ 1/3 PTS 3-1, T1A @ 1Z2 PTS 7-9, @ 1 3 PTS 3 T1B @ 1/2 PTS 3-1, � � `` S7 @ 1/3 PTS 3-1, S8 @ 1/2 PTS : 3-1, �'•; S9 @ 1/2 PTS : 3-1, S10 @ 1/2 PTS : 3-1, " S11 @ 1/2 PTS : 3-1, S12 @ 1/2 PTS : 3-1, 9-12 , HG2 @ 1/2 PTS : 8-15, 10-12 , @ 1/3 PTS : 3-1, . '000: . *0090 • *00:0 . 0490: • ....• ... ..... .... ••• • . . . . . . .. . . .. . . • • • •••• • • • ••• ••• • • • • • • • • :000: • • • • • • ••• • • • •• •• • • • ••• ••••• • • ••• •••• ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038345 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 9 . 30 Hand jig>>>> : 10 . 66 Hand assembly>>>> : 7 .41 Com cut • 4 . 10 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 :49 2000 Project ## : OA65 Truss ID T11 Family # 101 Span : 11-5 Quantity 3 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-688 3-4= 621 2-4= 108 1=-705 7.25 2-3=-688 4-1= 621 3=-705 7.25 PROVIDE FOR 427 LBS UPLIFT AT JOINT 1 (0.61) PROVIDE FOR 427 LBS UPLIFT AT JOINT 3 (0.61) PROVIDE FOR 20 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) C 1 -0 5-8-8 11 -5 1-0 5-8-8 5-8-8 4x5 2 I, 5x6 5x6 3 4 2X3 WEDGE 2x4 2X3 WEDGE 5-8-8 11 -5 5-8-8 5-8-8 L. HL TO PK: 6-2-3 R. HL TO PK : 6-2-3 LEFT HEIGHT: 0-6-3 SPAN: 11-5 RISE:2-10-12 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 631 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-4=0 . 252 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@4=0 . 01 < 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. 14.1666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 PLATES ARE MITEK M20-249,200 MANCF{OTCRE') fRWAIV A 4.4t*40b A GAIM41ZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACP OF JOINT,SYMMP•fRICAL�Y(EXCEPI'ki•!VOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 1 THIS DESIGN IS FOR TRUSS FABRICATI& ONL:(.FOP.PERMANENT.AND TEMPORARY-BRACING(WHICH IS ALWAYS REOD)CONSULT.-BLD'd ARCHITECT OR ENGINEER. •••• see 60000 •••• �„yw" �C Sti'� • • • • • •• • • • • • 'Goes e•• see e• • • ee •• • • e T ===<<<<A 'ES-32 Ver. 1 . 1>>>>====== [ 038346 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 2 . 35 Hand jig>>>> : 3 .46 Hand assembly>>>> : 1 .48 Com cut • 0 . 82 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 54 2000 Project # : OA65 Truss ID V8-0 Family # 101 Span 8-0 Quantity 1 Top Pitch 5/12 ------ ==BLd(8/11/1998),v1.1______________________; NCTES : 1 -Gable studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 4-0 8-0 4-0 4-0 4x5 2 3 x 4 3 x 4 3 2X3 WEDGE 2X3 WEDGE 4-0 8-0 4-0 4-0 L. HL TO PK:4-4 R. HL TO PK :4-4 LEFT HEIGHT: 0-0 SPAN: 8-0 RISE: 1-8 RIGHT HEIGHT: 0-0 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.@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. 14.1666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 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. 0 see 14z /� i 4 • • • • •• • • •• • • and /� ,v s : • • • • •• • • • 't�r� �t,,j • •• • •• . y.4 ,d' ' 61:1 '0000 o-, ===<!«<ALES-32 Ver. 1 . 1>>>>====== [ 038348 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 10 Hand jig>>>> : 1 .46 Hand assembly>>>> : 0 . 87 Com cut • 0 .48 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 00 2000 Project # : OA65 Truss ID J1 Family # 205 Span 1-0 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-143 7.25 2-3= 0 3=-6 2.50 2=-27 1.50 PROVIDE FOR 131 LBS UPLIFT AT JOINT 1 (0.92) PROVIDE FOR 50 LBS UPLIFT AT JOINT 2 (1.86) PROVIDE FOR 52 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 1 1 -0 1 -0 3x4 2 3 2X3 WEDGE 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-7 SPAN: 1-0 RISE: 1-0 RIGHT HEIGHT: 1-0 -------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 019 TOP CHORD: 2X4 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 SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, EAC< Atlljj.,GA4L!A%. 11'f6E;PT,tLQe.*UT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEAN LINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFAOTURE[P FROM ASTI A 446•GRD A GA.JVkUCZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE;OF JOI NT,S•YMMET-RICAWLY(EXCEPT-AS SJMOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,A 1./TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION tI M FOR PERRANENT•A146•11EMPORAM eRACING(WHICH IS ALWAYS REQD)CONSULT BLDGa ARCHITECTJOR ENGINEER. .• �J�� . v4C♦ ••••• • • • • • • ♦ • • • • • • • ••• rya,«'aP .,a�� .... U^• ===<-«<ALES-32 Ver. 1 . 1>>>>====== [ 038349 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 22 . 88 Hand jig>>>> : 24 . 32 Hand assembly>>>> : 18 . 24 Com cut • 10 . 08 Comp asssembly 0 . 00 Cusfomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 04 2000 Project $# : OA65 Truss ID F1 Family # 303 Span 15-1 Quantity 4 Top Pitch /12 ==Bld(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-836 2.50 8=-836 2.50 PROVIDE FOR 381 LBS UPLIFT AT JOINT 1 (0.46) PROVIDE FOR 390 LBS UPLIFT AT JOINT 8 (0.47) PROVIDE FOR 159 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[16=3,31,(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:11-12=3x6; 0-2 3-1-4 6-4-12 8-8-4 11-11-12 15-1 .0-2 3-1-4 3-3-8 2-3-8 3-3-8 3-1-4 3x4 3x4 2x4 2x4 5x6 3x4 3 4 5 6 2 � 12 11 10 9 1 9 3x4 3x4 3x4 3x4 3x4 3-1-4 6-4-12 8-8-4 11-11-12 15-1 3V4 3-1-4 3-3-8 2-3-8 3-3-8 3-1-4 LEFT HEIGHT:2-0 SPAN: 15-1 RISE :2-0 RIGHT HEIGHT:2-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .276 TOP CHORD:2X4 No. 2ND 19 SP TOP 40 10 BOTT 10-11=0 .483 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 5 LL.DEFL.@10=0 . 08 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 00 PLATE = 1 . 00 SPACING • 24 . 0 in. o. c . REPETITIVE STRESSES USED • •w. NO. OF MEMBERS = 1 • BOTH END VERTICALS ARE EXPOSED. : • • • • • w••e TRUSS CHECKED FOR 110 MPH WIND, ENCL;BLDG:,WALL HGT: 14.3966 FT,BL0G. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 PLATES ARE MITEK M20-2491200 MANUFACTLWM*FROM n" A 449wAt*A GALMIED STEEL(EXCEPT AS SHOWN) "e PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,NDS,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT-BLDG ARCHIT,EGT.QR ENGINEER]]. • • • e • • • • • • • tee;' �`•. .', ' r i�'�`�� • • • • • �• •!• •w• '' ' '' ;,.gip j��^.vy� 6� /JJ'+ay o I • • • • ••• •••• f ,L� a ===<•<<<ACES-32 Ver. 1 . 1>>>>====== [ 038351 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 1 . 09 Hand jig>>>> : 1 . 60 Hand assembly>>>> : 0 . 68 Com cut • 0 . 38 Comp asssembly 0 . 00 Cus?omer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 19 2000 Project # : OA65 Truss ID J2 Family # 205 Span : 2-1-3 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-85 4-1= 0 2-4= 0 1=-104 2.50 2-3= 0 4=-19 2.50 3-4= 0 3=-85 1.50 IF PROVIDE FOR 26 LBS UPLIFT AT JOINT 1 (0.25) PROVIDE FOR 12 LBS UPLIFT AT JOINT 4 (0.63) PROVIDE FOR 81 LBS UPLIFT AT JOINT 3 (0.95) PROVIDE FOR 62 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 2- 1 -3 2- 1 -3 3x4 3 1 4 3x4 2- 1 -3 3x4 2- 1 -3 L. HL TO PK:2-3-5 LEFT- HEIGHT: 0-10-11 SPAN: 2-1-3 RISE: 1-9-3 RIGHT HEIGHT: 1-9-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 085 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 012 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@O=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 .... . ... . 009.0 • .... LEFT END VERTICAL IS NOT EXPOSED. . • • '• TRUSS CHECKED FOR 110 MPH WIND ENCL:BLDG:,WALE HGT: 11.$66 FT BLD9. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANL NEQASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTUREB*FROM ASZM A 448%t6•A GAL,AWED STEEL(EXCEPT AS SHOWN) ��,• 41 PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPEOS., SAC,ANSI/TPI-95 L THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULTrBL''DQ�AR�NYTECT�`OR ENCrINEER.` • • f ••• • • '� • ja ay •;(' • • • • �B • • • • • •• • . • •... . . . 9•• ••. ipl' , ........ .. .. • ' __=<•<<<AC'_'ES-32 Ver. 1 . 1>>>>====== [ 038352 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut>>>> : 0 . 95 Hand jig>>>> : 1 . 27 Hand assembly>>>> : 0 . 76 Com cut • 0 . 42 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 03 :21 2000 Project ## : OA65 Truss ID J1D Family # 205 Span 1-0 Quantity 2 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-143 7.25 2-3= 0 3=-6 2.50 2=-27 1.50 PROVIDE FOR 137 LBS UPLIFT AT JOINT 1 (0.96) PROVIDE FOR 44 LBS UPLIFT AT JOINT 2 (1.65) PROVIDE FOR 46 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 , 1 -0 1 -0 3 x 4 2 i 3 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-6-3 SPAN: 1-0 RISE : 0-11-3 RIGHT HEIGHT: 0-11-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 013 TOP CHORD:2X4 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 SPACING • 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENBL�BtdQy,WALL.litt?. 11.f6t*Cf,BtDG,.•1AT!. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEAN LINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTd1RED•FROM ASTM*A 446 PRD A GALUJAdW*D STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE I JO124T,SYAMETR•I CAL L-Y(EXCEPT PPS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI./TPI"-95 THIS-DESIGN IS FOR TRUSS FABRICATION 01011'.1FOR PERIA/INENT A t'fAPORARVB*R`ACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARGHITECT&OPENGINEER. 000 too �tst•. �i �• ••��® 1��Cti�v f C�� ••••• • • • • S_ . �'�' • • • •• •• • • • / ` - Fa u., ===<'«<ALES-32 Ver. 1 . 1>>>>====== [ 038353 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 0 .48 Hand jig>>>> : 0 . 71 Hand assembly>>>> : 0 . 30 Com cut • 0 . 17 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 03 :23 2000 Project ## : OA65 Truss ID J1E Family # 205 Span : 1-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-33 7.25 2-3= 0 3=-6 2.50 2=-27 1.50 PROVIDE FOR 44 LBS UPLIFT AT JOINT 2 (1.65) PROVIDE FOR 46 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 3x4 1 2 3 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-6-3 SPAN: 1-0 RISE: 0-11-3 RIGHT HEIGHT: 0-11-3 ------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 013 TOP CHORD:2X4 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 SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURBO6fR(W4 ASl" 446*8n1k GALyQM STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE 0: JOIDT,SYMMETR4CALLYSL&XCEPT AS•%Hp�1N)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION QNLY.IOR PgRMAN:NT AYD TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 0000 ••• 00.00 •••• a µ I 4 qj t • • • • • • i i • • see• • • • • 1 .1 •• •• • • • i,. ;�W s • • • •66 0906 (r oqv 006* '!1 ===<'<<<AL4ES-32 Ver. 1 . 1»»====== [ 038354 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 0 . 97 Hand jig>>>> : 1 .42 Hand assembly>>>> : 0 . 61 Com cut ' 0 . 34 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 03 :25 2000 Project # : OA65 Truss ID J3D Family # 205 Span 3-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),vl.1__________________________________________________________________ - FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-154 2.50 2-3= 0 3=-28 2.50 2=-126 1.50 PROVIDE FOR 59 LBS UPLIFT AT JOINT 1 (0.38) PROVIDE FOR 131 LBS UPLIFT AT JOINT 2 (1.04) PROVIDE FOR 115 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 3-0 r 3-0 2 3x4 3 3-0 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-6-3 SPAN:3-0 RISE: 1-9-3 RIGHT HEIGHT: 1-9-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 165 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 034 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, ENGL.BW)G% W{FLL R04t 1?.1E8 n*,,BLUG••L•A•: I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTQRED ROM ASTM 3 446 GRO A GALTANIJ;D STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE Ot JOIQT,SYWMETRiCALLYtEXCEPT AS•SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ON+LOYAFOR PERMf414ENT ARL?"MPORAR?*AACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENGINEER. • • a •••• • • • •i• •i• E`,tt��F tA' 000 6000 13*• ===<•<<<A(-4ES-32 Ver. 1 - 1>>>>====== [ 038355 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 21 Hand jig>>>> : 1 . 77 Hand assembly>>>> : 0 . 76 Com cut • 0 . 42 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 :28 2000 Project # : OA65 Truss ID M6 Family # 205 Span : 4-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-209 2.50 2-3= 0 3=-38 2.50 2=-171 1.50 PROVIDE FOR 83 LBS UPLIFT AT JOINT 1 (0.40) PROVIDE FOR 174 LBS UPLIFT AT JOINT 2 (1.02) PROVIDE FOR 150 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 4-0 4-0 2 3x4 1 3 4-0 4-0 L. HL TO PK:4-4 LEFT HEIGHT: 0-6-3 SPAN:4-0 RISE :2-2-3 RIGHT HEIGHT:2-2-3 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 305 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 064 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, ENC1.BW4;*pJAIL HCA• 114t16&ff!BLUG•'MT: I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTIjRED CROM RSTM 4 446 GRD A GALVANIZRD STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OP JOIMT,SYJMETRZCALL`.(*EXCEPT AS1064N)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION A&g. OR PER44AMENT A"IERPORARY•9RaCING(WHICH IS ALWAYS REQD)CONSULT BLDGf'ARCHITECT OR ENGINEER. T R t . �,' �` •u1°buy � r\ ; F q�,�, • • • •••• • • • ••• ••• c�F to pis.• � rig,"lt��'r`� � i�-f"��"' -5 j u ===<'<<<ACES-32 Ver. 1 . 1>>>>====== [ 038356 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 1 .45 Hand jig>>>> : 2 . 13 Hand assembly>>>> : 0 . 91 Com cut • 0 . 50 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 30 2000 Project ## : OA65 Truss ID M7 Family # 205 Span 3-1-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-131 4-1= 0 2-4= 0 1=-160 2.50 2-3= 0 4=-29 2.50 3-4= 0 3=-131 1.50 PROVIDE FOR 50 LBS UPLIFT AT JOINT 1 (0.31) PROVIDE FOR 7 LBS UPLIFT AT JOINT 4 (0.23) PROVIDE FOR 126 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 97 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 3- 1 -8 3-1 -8 3 3x4 1 a 3x4 3- 1 -8 3x4 3-1 -8 L. HL TO PK: 3-4-10 LEFT HEIGHT: 0-10-9 SPAN: 3-1-8 RISE:2-2-3 RIGHT HEIGHT: 2-2-3 ------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 208 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 030 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 LEFT END VERTICAL IS NOT EXPOSED. ' ' • . •• • ° °•o rvc. TRUSS CHECKED FOR 110 MPH WIND, ENCL.B4DG.,,WALL rGT. '1.1C,6•FT,BLDG.•�R1leI,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM iOCEANLI,NE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTU%DgF1OM ASiN#A 446 6RD'A•GALVAIOfftt STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,,3S8C,ANSI-/TPI-95- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT'Btb G ARCHITECT'OR ENGINEER.. • • • • • •• • • • �1 ` ; .�r` .t trtS%�'7.• v!. k • • • 00:4 • : • • • • • `4 l� i' • • • • • • t• • Y gyp• ` �,.��Y�O • • • •• •• • /Y�`i�9 t" • ••• *006 ` h t^ ===<-«<ACES-32 Ver. 1 . 1>>>>====== [ 038357 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 0 . 97 Hand jig>>>> : 1 .42 Hand assembly>>>> : 0 . 61 Com cut • 0 . 34 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 32 2000 Project ## : OA65 Truss ID V3-OA Family # 201 Span 3-5-1 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1______________________; NOTES : 1 -Gable studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 3-5- 1 3-5- 1 3x4 2x4 z 3 3-5- 1 3X4 3-5- 1 L. HL TO PK: 3-8-8 LEFT HEIGHT: 0-0 SPAN:3-5-1 RISE : 1-5-2 RIGHT HEIGHT: 1-5-2 ------------------------ 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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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 SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION, ON6Y..fOR oPERMANENT•ANO•TroltAP4*Mn[NG(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. • • ° ' 0000 • • • ^ 0000 •0• 0000• 0000 ./•; Wq �''fyj' r • • :• • • • • • d p C 1� • • • • • •o • • •• wCC�. .4'� • • • • • •• • • "1?r > i� =,ti� • • •• • •° yy 6 � . . 0000. ' 0000, 00000 • .•. • • • • •• ... 0000 ny .. . • . ... 0000. ��, ===<,«<ACES-32 Ver. 1 . 1>>>>====== [ 038358 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 0 . 36 Hand jig>>>> : 0 . 53 Hand assembly>>>> : 0 . 23 Com cut • 0 . 13 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 34 2000 Project ## : OA65 Truss ID V1-0 Family # 201 Span : 1-5-1 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1______________________°___________________________________________ NOATES : 1 -Gable studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 1 -5- 1 1 -5- 1 6x 10 3x4 z 1 -5- 1 1 -5- 1 L. HL TO PK: 1-6-8 LEFT HEIGHT: 0-0 SPAN: 1-5-1 RISE: 0-7-2 RIGHT HEIGHT: 0-7-2 --------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOT CHORD: 2X4 No. 3 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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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,SYMMETRI CAL LY(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. • • •••0 • •••:• • 0000: .1000: • •0 • • • • ° • • 0000 P 4 Y� •••• 0.. 0000• _ • _.� ..•0000 TT, 0 0• • • •• • • • • x'; L W `7 0 00 UA ••• ••• t d • • • 0000 • • • ° • • } •% /� �J , • i i + � r� 0000• • • • ••• , • • • • • • • 0 • rt ===<<<<AC"ES-32 Ver. 1 . 1>>>>====== [ 038360 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 33 Hand jig>>>> : 1 . 77 Hand assemblyy>>>> : 1 . 06 Com cut • 0 . 59 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 :39 2000 Project ## : OA65 Truss ID J2A Family # 205 Span : 2-6-13 Quantity 2 Top Pitch 4 . 94/12 ==BLd(8/11/1998),v1 - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-229 7.25 2-3= 0 3=-22 2.50 2=-97 1.50 PROVIDE FOR 180 LBS UPLIFT AT JOINT 1 (0.79) PROVIDE FOR 107 LBS UPLIFT AT JOINT 2 (1.10) PROVIDE FOR 100 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 2-6- 13 2-6- 13 z 3x4 3 2-6- 13 2-6- 13 L. HL TO PK:2-9-5 LEFT HEIGHT: 0-6-3 SPAN: 2-6-13 RISE : 1-6-14 RIGHT HEIGHT: 1-6-14 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 117 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 024 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.BLIJ..I{A11 HG&•11.•166•FT``•SLDG.•CA'f!:I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FtOM ASTM A-.446 GRD•A GALVANIZER STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OFLOINL,SYMMETRIL•ALLYtMCEPT AS.S%%DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI•/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION OM.Y.J(ZZ POMrW& AND•TEMPORARY-MACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR'ENGINEER. A,, ... vy . • • • •• • •• • lt.`ryq 0s • ` •••• . . . .... •...• a '• ti f Y N�q 1)' • • • •• •• • • • ,`'' b�,', l • 000 *see ===<,«<AC"ES-32 Ver. 1 . 1>>>>====== [ 038361 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 33 Hand jig>>>> : 1 . 77 Hand assembly>>>> : 1 . 06 Com cut • 0 . 59 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B • Thu Jun 8 12 : 03 :42 2000 Project ## : OA65 Truss ID J2B Family # 205 Span 2-4-7 Quantity 2 Top Pitch 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-218 7.25 2-3= 0 3=-20 2.50 2=-88 1.50 PROVIDE FOR 175 LBS UPLIFT AT JOINT 1 (0.80) PROVIDE FOR 99 LBS UPLIFT AT JOINT 2 (1.12) PROVIDE FOR 94 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 2-4-7 2-4-7 2 3x4 1 3 2-4-7 2-4-7 L. HL TO PK: 2-6-13 LEFT HEIGHT: 0-6-3 SPAN:2-4-7 RISE : 1-6-1 RIGHT HEIGHT: 1-6-1 ------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 099 TOP CHORD:2X4 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�BLD�•�1J1L1 HG,T.•11.J6f•AF1pRD6. OAf?O,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM A91TM A%.46 GRD•A GALVANIZE& STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF%JOIN4,SYMMETRIOALLY EXCEPT AS.S$61A4)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY. q PEf�WWA AND..TEWORARY BRL R •ING(WHICH IS ALWAYS REOD)CONSULT BLDG'-A�R,C�HI�TEC1T 6CENGINEER., • • • • • • • goo •• •• + �8 • • • • • •• • Y • • • • • • • • • • • r vo '000 0 go *000 0*000 ��/ <<<<ACES-32 Ver. 1 - 1>>>>====== [ 038363 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 1 . 72 Hand jig>>>> : 2 .28 Hand assembly>>>> : 1 . 37 Com cut • 0 . 76 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 :47 2000 Project # : OA65 Truss ID M8 Family # 205 Span 3-1-13 Quantity 2 Top Pitch 4 . 94/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-271 7.25 2-3= 0 3=-27 2.50 2=-124 1.50 PROVIDE FOR 207 LBS UPLIFT AT JOINT 1 (0.77) PROVIDE FOR 132 LBS UPLIFT AT JOINT 2 (1.07) PROVIDE FOR 119 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 - 1 - 1 3- 1 - 13 3- 1 - 13 2 3x4 1 3 3- 1 - 13 3- 1 -13 L. HL TO PK: 3-4-14 LEFT HEIGHT: 0-6-3 SPAN: 3-1-13 RISE: 1-9-12 RIGHT HEIGHT: 1-9-12 ---------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 183 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 038 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,,JWkL1 HGj••11.166•'T-^DO. CA-P.-:,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A f-46 GRDaPr GALVASII ZED*STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF :DI NT;SYMMETRICALLY(EXCEPT AS JRCA:DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,AkNSI/TPI-95_ THIS DESIGN IS FOR TRUSS FABRICATION ONEt.fQ1 PERAI/jVM? AND•TWORARY BRi4CING(WHICH IS ALWAYS REOD)CONSULT BLDG:ARCHITECT•OR ENGINEER. N) .a a ease • •• • • 0.r1' ,` • • k 1 • • • • • • • •• •• • • ===<<<<ACES-32 Ver. 1 - 1>>>>====== [ 038364 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut»» : 1 . 45 Hand j ig»» : 2 . 13 Hand assembly»» : 0 . 91 Com cut • 0 . 50 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 :49 2000 Project # : OA65 Truss ID M5A Family # 205 Span : 4-6 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-335 7.25 2-3= 0 3=-41 2.50 2=-184 1.50 PROVIDE FOR 227 LBS UPLIFT AT JOINT 1 (0.68) PROVIDE FOR 190 LBS UPLIFT AT JOINT 2 (1.03) PROVIDE FOR 167 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11 -0 4-6 4-6 . 2 3x4 1 3 4-6 4-6 L. HL TO PK:4-10-8 LEFT HEIGHT: 0-6-3 SPAN:4-6 RISE:2-4-11 RIGHT HEIGHT:2-4-11 ------------------ ---------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2-0 . 391 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 082 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�,.W�Ll HGI••11.J66@5.6 B&D0. CAP!4,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACI•URFD FROM ASTM A 146 GRD jt GALVALI ZED.STEEL(EXCEPT AS SHOWN) ,�jv�,w"4 `" PLATE MUST BE INSTALLED ON EA. FACE OF ':DINT:SYMMETRICALLY(E)fCEPT AS JRCA:DESIGN CONFORMS WADS DESIGN SPECS, SSBC�ANSITPI,;95,` THIS DESIGN IS FOR TRUSS FABRICATION ONEY.FOg PERAI4V41 AND:T&WORARY BRIACtNG(WHICH IS ALWAYS REQD)CONSULT BLDGtARCHv E6ftbR, ENGGINEER•` LJ w s •• • •• • •• • Vi .` u k, Jr1 r 1,6 S�•�z t. � • • ===<<<<AC'ES-32 Ver. 1 - 1>>>>====== [ 038365 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 21 Hand jig>>>> : 1 . 77 Hand assembly>>>> : 0 . 76 Com cut • 0 . 42 Comp asssembly 0 . 00 CMomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 51 2000 Project # : OA65 Truss ID V3-OB Family # 201 Span : 4-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ NOTES : 1 -Gable studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 4-0 4-0 3X4 z 2x4 i 3 4-0 3X4 4-0 L. HL TO PK:4-4 LEFT HEIGHT: 0-0 SPAN:4-0 RISE: 1-8 RIGHT HEIGHT: 1-8 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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 SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONJ.I,FOR•PEfjjNENT.A",TJCPORARI.BQACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT,OR ENGINEER. • • • • 0000 •,, , 0•10 ••• 00.00 0000 `,•to• + , • • • 0000 • • • •r• ••• 0000• • • • • • • � �� GY ••° •0•00 • • ••• 0040 , L' ===<,«<ACES-32 Ver. 1 . 1>>>>====== [ 038366 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 0 . 72 Hand jig>>>> : 1 . 06 Hand assembly>>>> : 0 .46 Com cut • 0 . 25 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 53 2000 Project # : OA65 Truss ID V1-0A Family # 201 Span 2-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998) NOTES : 1 -able studs spaced at 72 inches o. c . 2 -Brace vertical studs in accordance with standard ggable end detail 3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) 2-0 2-0 3X4 2x4 2 1 3 2-0 1 X4 2-0 L. HL TO PK:2-2 LEFT HEIGHT: 0-0 SPAN: 2-0 RISE: 0-10 RIGHT HEIGHT: 0-10 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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 SPECS, SSBC,ANSI/TPI-951k THIS DESIGN IS FOR TRUSS FABRICATION.ON".fpR«PER MNT.ANp•T.WORARYoaMEING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR, ENGINEER. • • • • •• • • r,iiC Y`V YY4JY`v Y • • • '�,c,� g�}} pp d • s • • • •••• ••• ••••• • 60 T 00: ur • ••• *' ... j • . . • .. • ego o ••• •••o• • • ••• •••• •� `a v ===c«<ACES-32 Ver. 1 . 1>>>>====== [ 038367 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 38 Hand jig>>>> : 4 . 97 Hand assembly>>>> : 2 . 13 Com cut • 1 . 18 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu, Jun 8 12 : 03 : 56 2000 Project # : OA65 Truss ID HH1 Family # 313 Span : 4-7-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 21 5-6= 104 2-6= 140 2=-436 7.25 2-3=-112 6-1= 0 3-6=-48 5=-249 2.55 3-4= 0 3-5=-155 4=5=-110 PROVIDE FOR 366 LBS UPLIFT AT JOINT 2 (0.84) PROVIDE FOR 131 LBS UPLIFT AT JOINT 5 (0.53) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFTY=TOP):Cj2=3,3),(SYMMETRIC PLATING TURNED ON) 11 -8-8 1 2-0-15 , 4-7-8 2-0-15 2-6-9 4x9 2x4 3 4 5x6 ken U E31 s 6 1 5 3x4 2x4 2-0-15 4-7-8 3x4 2-0-15 2-6-9 L. HL TO PK:2-3 LEFT HEIGHT:2-1-2 SPAN:4-7-8 RISE:2-11-9 RIGHT HEIGHT:2-11-9 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 125 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 038 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=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 U$EQ ee • ••• ••••• • •••• NO. OF MEMBERS = 1 • • • ts1 +tia t.c,y, •1 BOTH END VERTICALS ARE NOT EXPOSED. i • •••'� �? „ ;� TRUSS CHECKED FOR 110 MPH WIND, ENCL.BCfaCioQALL A @T•.•11.161•F•TS8LDG. G/iT~•I,EXP. CAT. C,10(5+5) PSF DL;i2"r00 h�1IFROM OCEANL`INE(ASCE7 93 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 JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGNgSPECS,4;*SBC'ANSI/TPI_95 THIS DESIGN IS FOR TRUSS FABRICATION ONI�Y.FO% PERMANENT"D TEMPQRARY•BRACING(WHICH IS ALWAYS REOD)CON�SUL••T.IBLDG.4APGR'ITEJCTyOR ENGINEER. i i • �•i i • ••i i • -�'d+J• •--�" 4b of ` • `�' '•�'�WQ�``3:�,'�`� �,:yid' ••••• • • • • • • ��'"•k�13r�1��t ===<<<<ACES-32 Ver. 1 - 1>>>>====== [ 038368 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 3 . 38 Hand jig>>>> : 4 . 97 Hand assembly>>>> : 2 . 13 Com cut • 1 . 18 Comp asssembly 0 . 00 Cus omer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 00 2000 Project # : OA65 Truss ID HH2 Family # 313 Span : 4-7-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 2=-436 7.25 5=-249 2.55 PROVIDE FOR 356 LBS UPLIFT AT JOINT 2 (0.82) PROVIDE FOR 161 LBS UPLIFT AT JOINT 5 (0.65) PROVIDE FOR 136 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,31,(SYMMETRIC PLATING TURNED ON) 1-8-8 4-0-15 -7-8 4-0-15 -6-9 4x5 2x4 3 4 5x6 z s ' 5 3x4 2x4 4-0-15 -7 4 4-0-15 -6-9 L. HL TO PK:4-5 LEFT HEIGHT: 2-1-2 SPAN:4-7-8 RISE: 3-9-9 RIGHT HEIGHT: 3-9-9 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 368 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-1=0 .201 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 03 < 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 .... ... ..... .... 1<< BOTH END VERTICALS ARE NOT EXPOSED. • • • • • • • ; �94., ,,c , TRUSS CHECKED FOR 110 MPH WIND, ENCL'BLDG' WALL HGT• 11.1¢9 FT,BLDS CAT. I EXP. CAT. C,10(5+5) PSF,DL,2.00,MIlF,ROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED•FROM•ASTM•A 446GRD A GA34*11ED STEEL(EXCEPTAS SHOWN) is§��` PLATE MUST BE INSTALLED ON EA. FACE 0?•101NT,SYAhTE•TRICALLP EPT AS•$H77WN)DESIGN CONFORMS W/NDS DESIGN SP ECSs,,,,,SS6C JNDS,1,ANSSI/TP.I 95, THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS READ)CON SUL;T1B'L`D't4ARCHITE,C;T�'OR'-EN GINEL�ER. Nx • • • • • • • • • • • fitt ===««AGES-32 Ver. 1 . 1>>>>====== [ 038369 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 78 Hand jig>>>> : 4 . 08 Hand assembly>>>> : 1 . 75 Com cut • 0 . 97 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 05 2000 Project # : OA65 Truss ID T12 Family # 201 Span : 4-7-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 45 4-1= 0 2-4= 0 2=-436 7.25 2-3= 0 4=-249 2.55 3-4=-203 PROVIDE FOR 352 LBS UPLIFT AT JOINT 2 (0.81) PROVIDE FOR 172 LBS UPLIFT AT JOINT 4 (0.69) PROVIDE FOR 149 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,31,(SYMMETRIC PLATING TURNED ON) J -8-8 4-7-8 4-7-8 2x4 3 5x6 z�J-< rl ri 1 4 2x4 4-7-8 x4 4-7-8 L. HL TO PK: 5-0-2 LEFT HEIGHT:2-1-2 SPAN:4-7-8 RISE :4-0-4 RIGHT HEIGHT:4-0-4 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 412 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 087 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• WALt HGT• 11.166 4FT,BLD6. CAi. I,EXP. CAT. C,10(5+5) PSF DL,2:00`,MI-�-.EROM„OCEAN LINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACiURED•FROM ASTM•A 446•G*RD A GAt)VW:ED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE 5J.JGSNT,STmWAICAL:%(,F EPT AJ•SJ{QWN)DESIGN CONFORMS W/NDS DESIGN SP�EC� SSBC,,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CON SULT;�BL G';ARCHITE&,OR ENGINEER. V� z, • • • • • • • • • • • '�,iyy �°"`a•Fes\ 's� s • • • • • • • • • • �;kN .`i- �� ®b fig,^ 1 t • t�� { .fit a`• �� • • • • • • • • 000 / p •,"cy�K. ooe "A CS Vi,•5r ti ===<<<<ACES-32 Ver. 1 - 1>>>>====== [ 038370 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 1 . 72 Hand jig>>>> : 2 .28 Hand assembly>>>> : 1 . 37 Com cut • 0 . 76 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 07 2000 Project # : OA65 Truss ID V4-0 Family # 101 Span : 4-0 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998) NOTES : 1 -able studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 2-0 4-0 2-0 2-0 4x5 3x4 2 3x4 1 3 Li 2-0 4-0 , 2-0 2-0 L. HL TO PK:2-2 R. HL TO PK :2-2 LEFT HEIGHT: 0-0 SPAN:4-0 RISE: 0-10 RIGHT HEIGHT: 0-0 ---------------------- 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.@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. 14.1666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 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 ARCHIT,ECTaOR ENGINEER. •••• ••• ••••• •••• �,°� �� y,f•'Li�•/:.l';K kid �' ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038371 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 . 74 Hand j ig»» : 5 . 50 Hand assembly»» : 2 . 36 Comp cut • 1 . 30 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 10 2000 Project # : OA65 Truss ID T10 Family # 101 Span : 5-11 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-428 5-6= 0 2-6= 171 1=-456 2.50 2-3=-150 6-1= 0 3-6=-143 5=-456 2.50 3-4=-150 4-6= 171 4'5=-428 PROVIDE FOR 342 LBS UPLIFT AT JOINT 1 (0.75) PROVIDE FOR 342 LBS UPLIFT AT JOINT 5 (0.75) PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -3-8 2-11 -8 5-11 1 -3-8 2-11 -8 2-11 -8 4x5 3 3x4 3x4 2 4 F. 6 5 3x8 3x4 2-11 -8 5-11 3x4 2-11 -8 2-11 -8 L. HL TO PK: 3-2-7 R. HL TO PK : 3-2-7 LEFT HEIGHT:2-3-10 SPAN: 5-11 RISE :3-6-7 RIGHT HEIGHT:2-3-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .200 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 033 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=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 .. w ..,��. BOTH END VERTICALS ARE NOT EXPOSED. • • • • •• • • '4 " , fir ' TRUSS CHECKED FOR 110 MPH WIND, ENCLPBLDGP WALL* HGTP 11.$66 FT,BLDr*.*Ht. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M-%FROM-,OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTllf2W= ROM AMA A 44I'ORO•A GALVA742ED STEEL(EXCEPT AS SHOWN) 'j s�. PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC'5,;+SSBC,ANW3PI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL"T!BLDG'AR'CHIT�CT OR ENGINEER. • . • ••• • • ;�.'ser; ':x^had+.. �. ;'"' � • • •• • •• • �".�t,3 .�.�^ ��*'" �`.�as • • • • • • • • • �, ^ r . ••• ••••• • • ••• •••• �r. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038372 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 0 . 72 Hand jig>>>> : 1 . 06 Hand assemblyy»>> : 0 .46 Com cut • 0 . 25 Comp asssembly 0 . 00 Cusomer HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 15 2000 Project ## : OA65 Truss ID J1B Family # 205 Span 1-0 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-146 4-1= 0 2-4= 0 1=-154 2.50 2-3= 0 4=-8 2.50 3-4= 0 3=-36 1.50 PROVIDE FOR 145 LBS UPLIFT AT JOINT 1 (0.94) PROVIDE FOR 12 LBS UPLIFT AT JOINT 4 (1.52) PROVIDE FOR 33 LBS UPLIFT AT JOINT 3 (0.94) PROVIDE FOR 42 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 -0 , 1 -0 1 -0 6x10 3 2 1 4 1 -0 3x4 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-7-10 SPAN: 1-0 RISE : 1-0-10 RIGHT HEIGHT: 1-0-10 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 019 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 002 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 . "• • •••• NO. OF MEMBERS = 1 REPETITIVE STRESSES SE7? • TRUSS CHECKED FOR 110 MPH WIND, ENCL.QLDG 0 WALL•HGT.• 11.166 FT,BLDG. IRT•. I,EXP. CAT. C,10(5+5) PSF DL,2.00-9I FROM;JIOEAML`°I�NE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTUTt�a'FROM AW A 44etROIA GALVAAf1ED STEEL(EXCEPT AS SHOWN) �� .` PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPE N, SS�E�A�NSI%Ttl.95,,' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULTR.BL�DbV REH'ITE('{�OR ENGINEER. • • • •• •• • • • t\ zwy. • 'N '1 [ :5 wi ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038373 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 1 .45 Hand jig>>>> : 2 . 13 Hand assembly>>>> : 0 . 91 Com cut • 0 . 50 Comp asssembly : 0 . 00 Cusomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 17 2000 Project # : OA65 Truss ID J3A Family # : 205 Span : 3-0 Quantity 1 Top Pitch : 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-236 4-1= 0 2-4= 0 1=-264 2.50 2-3= 0 4=-28 2.50 3-4= 0 3=-126 1.50 PROVIDE FOR 195 LBS UPLIFT AT JOINT 1 (0.74) PROVIDE FOR 0 LBS UPLIFT AT JOINT 4 (0.01) PROVIDE FOR 120 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 107 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) ' 1 -0 3-0 3-0 3 6X10 2 1 4 3-0 x4 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-7-10 SPAN: 3-0 RISE: 1-10-10 RIGHT HEIGHT: 1-10-10 --------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 192 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 034 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 � .h• TRUSS CHECKED FOR 110 MPH WIND, ENCLi BLDG.,WALL HGT: 11.1 V FT,BLD;• 1i. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI�qzFROM,OCEANL,INE(ASCE7 93 PLATES ARE MITEK M20-2491200 MANUFAC;WD:FROM•9%TJ1•A 440 GRP A GACV ANIEED STEEL(EXCEPT AS SHOWN) �i _ . PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRI CAL LY(EXCEPT ASS ANN)DESIGN CONFORMS W/NDS DESIGN SPECSp;SSBC,ANS•I/4,PI-95. r THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONS)U[�rL' BL661.'A�`RCH_IT ft' OR'ENOINEER.' 4 'A i� 'n 1 • • • ••• • • mss. La . .. • • •... • • • ••• ••• a" ••••• • • • • • • v • • • •• •• • • • (y v ===««A'CES-32 Ver. 1 - 1>>>>====== [ 038374 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 78 Hand jig>>>> : 4 . 08 Hand assembly>>>> : 1 . 75 Com cut • 0 . 97 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :20 2000 Project # : OA65 Truss ID J5B Family # special Span 5-0 Quantity 1 To Pitch 5/12 Bot pitch 5 . 66/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-335 5-6= 112 2-6= 102 1=-374 2.50 2-3=-110 6-1= 0 3-6=-8 5=-264 2.50 3=4= 0 3-5=-195 4-5=-42 PROVIDE FOR 244 LBS UPLIFT AT JOINT 1 (0.65) PROVIDE FOR 198 LBS UPLIFT AT JOINT 5 (0.75) PROVIDE FOR 176 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 1 -0 3-11 -7 . 5-0 3-11 -7 1 -0-9 3x4 2x4 3 4 6X10 2 I0-5-15 6 5 t 5x6 3x4 3-11 -7 5-0 3-11 -7 1 -0-9 L. HL TO PK: 5-5 INTERNAL RISE: 0-5-15 LEFT HEIGHT: 0-7-10 SPAN: 5-0 RISE :2-8-10 RIGHT HEIGHT:2-2-11 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3-0 . 220 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-1=0 . 062 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP ------------------------------------ STR. INC. : LUMB = 1 . 33• PLOA'i'E :0.1. 3.3•••;• 0.00; SPACING • 24 . 0 in. o. c . REPETITIVE STRESSES USED � � •• ••••� NO. OF MEMBERS = 1 v� Y•� �•,pµ • • • • • • • .f'.oi'ry� 1 r4 yT.\4 4 LEFT END VERTICAL IS EXPOSED,RIGHT END 1E12TICAL ?1 140T EXAGSEU. -_u ��, , .; TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00'.A11PROM-MCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) k= �'s� 'E-�� PLATE MUST BE INSTALLED ON EA. FACE CJ04QIVfeSYMMF•1%C9LJ'f(EXCfP; A•4•SHOWN)DESIGN CONFORMS WADS DESIGN SPEtS� SSB�r,AFJSI%TPI>95= '- THIS DESIGN IS FOR TRUSS FABRICATION ONi:(.fOW PERMNINENT'AND TEMPORARY-BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG A�RCHITE f�OR".,fGINEER. _ • • • • • •• • • • .j.`1 cJ ,�}� 1, 0000• • • • • • • .w 1, '' ..••• '..v , ••• 0000• • • ••• 0000 a��0 c „, ===c«<A'CES-32 Ver. 1 - 1>>>>====== [ 038375 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 2 . 78 Hand jig>>>> : 4 . 08 Hand assembly>>>> : 1 . 75 Com cut • 0 . 97 Comp asssembly 0 . 00 Cusomer : HG.ENTERPRISES-B Thu. Jun 8 12 : 04 :24 2000 Project # : OA65 Truss ID : J5C Family # special Span 5-0 Quantity : 1 To Pitch 5/12 Bo� pitch 5 . 66/12 ==i3Ld(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-333 5-6= 110 2-6= 101 1=-371 7.25 2-3=-109 6-1= 0 3-6=-8 5=-261 2.50 3=4= 0 3-5=-192 4-5=-42 PROVIDE FOR 242 LBS UPLIFT AT JOINT 1 (0.65) PROVIDE FOR 197 LBS UPLIFT AT JOINT 5 (0.75) PROVIDE FOR 176 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) . 1 -0 3-11 -7 _,_5-0 3-11 -7 1 -0-9 3x4 2x4 3 4 6x10 2 I0-5-15 6 5 1 5x6 3x4 3-11 -7 5-0 3-11 -7 1 -0-9 L. HL TO PK: 5-5 INTERNAL RISE: 0-5-15 LEFT HEIGHT: 0-7-10 SPAN: 5-0 RISE :2-8-10 RIGHT HEIGHT: 2-2-11 ---------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 220 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-1=0 . 050 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP ---------------------------------- STR. INC. : LUMB = 1 . 33. PIATF. =.". 3.3 ..... . .... SPACING • 24 . 0 in. o. c . REPETITIVE STRESSES USZD •• NO. OF MEMBERS - 1 • • O • •..O X04 � � � dYri�` LEFT END VERTICAL IS EXPOSED,RIGHT END.VU:ICAL JQW. 000 •LS ACT EX 0• • �,-a `(�,� a, �t� �° TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL12.00 MIh FRQh1-00EANlINE(ASCE7-93 %PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ��' '' „••'"r" �3='` .'. PLATE MUST BE INSTALLED ON EA. FACE OFOJOINTO,SYMMETRICAUX(EXCEPoT AS.SHOWN)DESIGN CONFORMS WADS DESIGN'SRECS�`.,SSB_ ANSI0/,TPI,35 THIS DESIGN IS FOR TRUSS FABRICATION QNL'.:OR'.PERVN:NT ZND TEQP(IZAIY13RACING(WHICH IS ALWAYS REOD)CONSUC�T BLD - RCHI�E` T ORS ENGINEER. 0 . 0000. CPI ===««ACES-32 Ver. 1 . 1>>>>====== [ 038376 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 33 Hand jig>>>> : 1 . 95 Hand assembly>>>> : 0 . 84 Com cut • 0 .46 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :28 2000 Project # : OA65 Truss ID J3B Family # 205 Span : 3-0 Quantity 1 Top Pitch 5/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-124 4-1= 0 2-4= 0 1=-151 7.25 2-3= 0 4=-28 2.50 3-4= 0 3=-124 1.50 PROVIDE FOR 54 LBS UPLIFT AT JOINT 1 (0.36) PROVIDE FOR 119 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 93 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 3-0 3-0 3 6x10 1 4 3-0 ,3x4 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-7-10 SPAN: 3-0 RISE: 1-10-10 RIGHT HEIGHT: 1-10-10 ---------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 192 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 034 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 0 0000 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BZDG.,WALL 11GT. M 1.166 FP,BLDG-CAT.:I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEAN LINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTIED FROM ASTM 4 446 GRO A GALVANi" STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF%QV4,SYMF9JP.ICALLY':JXWT AS!J4Q*)DESIGN CONFORMS W/NDS DESIGN SPECS-,"!SSBC,OANSI/tTPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULTJBLDG ARCHJTECT, OR ENGINEER. •y sP' v . • • • • • • • • • • • �-}, t � 'M; 4 1 ry ===««ACES-32 Ver. 1 . 1>>>>====== [ 038377 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 05 Hand jig>>>> : 3 . 01 Hand assembly>>>> : 1 . 29 Com cut • 0 . 71 Comp asssembly : 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 30 2000 Pro3ect # : OA65 Truss ID J5A Family # : 205 Span : 5-0 Quantity 1 Top Pitch : 5/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-216 4-1= 0 2-4= 0 1=-264 2.50 2-3= 0 4=-48 2.50 3-4= 0 3=-216 1.50 PROVIDE FOR 104 LBS UPLIFT AT JOINT 1 (0.39) PROVIDE FOR 208 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 162 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT Y=TOP):[J2=3,21,(SYMMETRIC PLATING TURNED ON) 5-0 5-0 3 6x10 1 4 5-0 x4 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-7-10 SPAN: 5-0 RISE :2-8-10 RIGHT HEIGHT:2-8-10 ------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 534 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 084 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, ENC6.BLDG*AWA6L HGT• 11.166.6T.,8L9G. COL. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACT*ED FROM ATM /{446 GR4 A GAL%2kNIZF:) STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF*JOIW,SYMMETRICALLY(EXCEPT AS CHM)DESIGN CONFORMS WADS DESIGN SPECST;<rSSBC,ANSI/TPI"-95 THIS DESIGN IS FOR TRUSS FABRICATION Okk'6 A)R PAVANAT A1� ;WORARY.8&&ING(WHICH IS ALWAYS REOD)CONSULT BLDG,ARGHTTTECT OR ENGINEER. ON "\. a 00000 00000 000 e5 ••••• • • • • • • • • • •• •• • •••• • k trt +Y+ ••• ••••• • • •••• 4L-� v:y rJ . i�t ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038378 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 13 . 73 Hand jig>>>> : 14 . 59 Hand assembly>>>> : 10 . 94 Com cut • 6 . 05 Comp asssembly 0 . 00 Cusomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :33 2000 Project # : OA65 Truss ID J7 Family # special Span 7-0 Quantity 4 To Pitch 5/12 Bo? pitch 8/12 ==I3[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-445 6-7= 297 2-8= 317 1=-484 2.50 2-3=-341 7-8= 379 3-8=-191 6=-374 2.50 3=4=-322 8-1= 0 3-7=-30 4-5= 0 4-7= 267 5-6=-85 4-6=-404 PROVIDE FOR 293 LBS UPLIFT AT JOINT 1 (0.61) PROVIDE FOR 274 LBS UPLIFT AT JOINT 6 (0.73) PROVIDE FOR 231 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2],[j7=3,21,[j8=3,31,(SYMMETRIC PLATING TURNED ON) . 1 -0 4-0 5-0 7-0 r 4-0 1 -0 2-0 2x4 3x4 5 3x4 4 3 6x10 2 7 0-8 6 8 5x6 5x6 3x4 4-0 .5-0 7-0 4-0 1 -0 2-0 L. HL TO PK: 7-7 INTERNAL RISE: 0-8 LEFT HEIGHT: 0-7-10 SPAN: 7-0 RISE: 3-6-10 RIGHT HEIGHT:2-10-10 ---------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 296 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 7-8=0 . 075 BOT CHORD:2X4 No. 2ND 19 SP BOTT - 0 10 LL.DEFL.@8=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 SPACING ' 24 . 0 in. o. REPETITIVE STRESSES USES •...: NO. OF MEMBERS = ' l •••• ••• ••••• 0090 BOTH END VERTICALS ARE NOT EXPOSED. " r Y'.I TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00\M'I,,J. OM' GEANLINE("ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FRAM ASTM rA 44,6•JRD A gALVAN.IZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF•JOINi,9YMMETFRIBALLX(EXCEPT#AS•SHOWN)DESIGN CONFORMS W/NDS DESIGN •SPECS,; SSBCw;ANSiVTPI-95,'', THIS DESIGN IS FOR TRUSS FABRICATION 0 Lt0R�E$MA19DT 14D VM%FCARg &ACING(WHICH IS ALWAYS REOD)CONSULTe,BLD"G At CHI�fECT OR ENGINEER. • • • •• •• • • • L ui4 ,y 0•• •0000 • ♦ ••• 0009 wj'r'44, ===««ACES-32 Ver. 1 . 1>>>>====== [ 038379 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 4 . 59 Hand jig>>>> : 6 . 74 Hand assembly>>>> : 2 . 89 Com cut ' 1 . 60 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 37 2000 Project # : OA65 Truss ID J7A Family # special Span : 7-0 Quantity 1 To Pitch 5712 Bof pitch 8/12 ==.BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-445 6-7= 297 2-8= 317 1=-484 2.50 2-3=-341 7-8= 379 3-8=-191 6=-374 2.50 3-4=-322 8-1= 0 3-7=-30 4-5= 0 4-7= 267 5-6=-85 4-6=-404 PROVIDE FOR 293 LBS UPLIFT AT JOINT 1 (0.61) PROVIDE FOR 274 LBS UPLIFT AT JOINT 6 (0.73) PROVIDE FOR 231 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,[j7=3,21,[j8=3,31,(SYMMETRIC PLATING TURNED ON) , 1 -0 4-0 ,5-0 7-0 , 4-0 1 -0 2-0 2x4 3x4 5 3x4 4 3 6x10 2 6 10-8 8 5x6 1 5x6 5-n 3x4 4-0 ,5-0 7-0 4-0 1 -0 2-0 L. HL TO PK: 7-7 INTERNAL RISE : 0-8 LEFT HEIGHT: 0-7-10 SPAN: 7-0 RISE :3-6-10 RIGHT HEIGHT:2-10-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .296 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 7-8=0 . 075 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@8=0 . 00 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 33 'PZAT8*=.*2:.33 •••,` • ..••: SPACING ' 24 . 0 in. o.:',d .' REPETITIVE STRESSES USEp NO. OF MEMBERS = 1`•.- xa r°�`_' C�, BOTH END VERTICALS ARE NOT EXPOSED. °••• ••• •.'•• •••• ..Y4 a y PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING RIS`a0T �1FP�LIED':, TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CHAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00,MI FROh�•OCEAAL+INE.(A,$CE7%93 PLATES ARE MITEK M20-249,200 MANUFACTUA. F104 ASTK�1.4441RD A•GA.LVONLZED STEEL(EXCEPT AS SHOWN) Y "" sI ,,{' PLATE MUST BE INSTALLED ON EA. FACE OF:JIrNI C(MWEI%:ALL:(EX.CEAj f1S:S1Q)WN)DESIGN CONFORMS WADS DESIGN SPECS ySS9C,ANSI/TPL-95,` THIS DESIGN IS FOR TRUSS FABRICATION ORLI!FOR 4ERM/,N�NT AID TEMPQRART BRACING(WHICH IS ALWAYS REOD)CONSULT BLD'G,ARCH,I'TECT OR ENGINEER: • • • •♦ •• • *000 • /-0�( ��d, ° 1 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038380 ] ======««BEST. TRUSS .CO. »»========= Hand cut>>>> : 16 . 53 Hand jig>>>> : 16 . 67 Hand assembly>>>> : 15 .20 Com cut • 8 .40 Comp asssembly 0 . 00 CuXomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :42 2000 Project # : OA65 Truss ID M2 Family # 205 Span : 7-0 Quantity 8 Top Pitch 5/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-414 4-1= 0 2-4= 0 1=-481 7.25 2-3= 0 4=-68 2.50 3-4= 0 3=-304 1.50 PROVIDE FOR 291 LBS UPLIFT AT JOINT 1 (0.60) PROVIDE FOR 294 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 245 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 1 -0 7-0 7-0 3 6x10 2 4 7-0 3x4 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-7-10 SPAN: 7-0 RISE: 3-6-10 RIGHT HEIGHT:3-6-10 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 944 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 211 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 STREWE+S••�VSED... ••••• •••• NO. OF MEMBERS = 1 • . • • TRUSS CHECKED FOR 110 MPH WI0, ECL.BLDG.,MLL HGT••11.164 FT,IP-DG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200'tWYF-•ACTURED FROM A9,114 A 446 CRU•R•GALVANIZED STEEL(EXCEPT AS SHOWN) n � .0 PLATE MUST BE INSTALLED ON EA. FACE OF .hA AT,SYMRFMt@ALLY(&M54T AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS,gSBC,ANS1/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT'BLDG ARCHI.T,ECT•bR•ENGINEER. • p. �f7 � '. j + '` s;v1V�•• ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038381 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut»» : 2 . 65 Hand j ig»» : 3 . 90 Hand assemblyy»» : 1 . 67 Com cut • 0 . 92 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :45 2000 Project # : OA65 Truss ID M2A Family # 205 Span : 6-11-4 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-299 4-1= 0 2-4= 0 1=-366 7.25 2-3= 0 4=-66 7.25 3-4= 0 3=-299 1.50 PROVIDE FOR 146 LBS UPLIFT AT JOINT 1 (0.40) PROVIDE FOR 290 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 229 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 6-11 -4 6-11 -4 3 6x10 4 6-11 -4 -3x4 6-11 -4 L. HL TO PK: 7-6-3 LEFT HEIGHT: 0-7-15 SPAN: 6-11-4 RISE : 3-6-10 RIGHT HEIGHT: 3-6-10 ------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 927 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 207 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 • 000• • ... . ..... . 0000 TRUSS CHECKED FOR 110 MPH WIN7, ENQL.BLDG.,WZLL HGT.•11.166:FT,BL•DG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 IIANUFACTURF•D FRAM ASIM'A 446 GRD.A dALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. •F•ACE OF JOI4J4f,SYMM5WJZ4LLY(E>tq 1 AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC; ===««ACES-32 Ver. 1 . 1>>>>====== [ 038382 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 12 . 20 Hand jig>>>> : 12 . 97 Hand assembly>>>> : 9 . 73 Com cut • 5 . 38 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 :47 2000 Project # : OA65 Truss ID T2 Family # 201 Span : 6-3-8 Quantity 4 Top Pitch 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ - FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 62 4-1= 0 2-4= 0 2=-528 7.25 2-3= 0 4=-340 2.50 3-4=-278 PROVIDE FOR 392 LBS UPLIFT AT JOINT 2 (0.74) PROVIDE FOR 236 LBS UPLIFT AT JOINT 4 (0.69) PROVIDE FOR 206 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC PLATING TURNED ON) 6-3-8 6-3-8 2x4 5x12 2 2-0 4 2x4 6-3-8 3x4 6-3-8 L. HL TO PK: 6-9-13 LEFT HEIGHT:2-11-3 SPAN: 6-3-8 RISE : 5-6-10 RIGHT HEIGHT: 5-6-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 763 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 168 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• END�L.BLDG.,WALL HGT.•T1.166•FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI%FROMvOCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURF.P FR(V AS%M'A 446 GRD.A. ALVANIZED STEEL(EXCEPT AS SHOWN) /`� �,,.° 4 PLATE MUST BE INSTALLED ON EA. 11 UP OF JO'I%T,SYMMFvTA4Q4LLY(E•Xq er AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS;'$:SSBC;AN§t%TPI-95� THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDGAk1R- yTECT OR•ENGINEER. • t,.i'd f�� -w k ===<<<<ACES-32 Ver. 1 . 1»>>====== [ 038383 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut>>>> : 1 . 72 Hand jig>>>> : 2 .28 Hand assembly>>>> : 1 . 37 Com cut • 0 . 76 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 51 2000 Project ## : OA65 Truss ID M4 Family # 205 Span : 2-2-2 Quantity 2 Top Pitch 4 . 55/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-208 4-1= 0 2-4= 0 1=-227 7.25 2-3= 0 4=-19 2.50 3-4= 0 3=-87 1.50 PROVIDE FOR 190 LBS UPLIFT AT JOINT 1 (0.84) PROVIDE FOR 4 LBS UPLIFT AT JOINT 4 (0.19) PROVIDE FOR 81 LBS UPLIFT AT JOINT 3 (0.94) PROVIDE FOR 73 LBS HOR1Z. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 - 1 -3 , 2-2-2 2-2-2 3 6x10 2 4 2-2-2 3 x 4 2-2-2 L. HL TO PK: 2-3-15 LEFT HEIGHT: 0-7-10 SPAN: 2-2-2 RISE : 1-5-8 RIGHT HEIGHT: 1-5-8 ------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 101 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 016 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 STRES9EP--> CRD ... . ..... . •••. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND.* ENCt.BLD�. WAtL HGTt•11.166 %.E;l;G. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MAIt9MCTUR ED-GLi011 AST%,J,6,(a6 GR%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/.TPd;950 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS READ)CONSULT,-BLDG=,ARCHI TECT"OR�.ENGINEER. • Y+ei 't ••• ••. ••• •• • •• • • ( "�yt,:Via'{NC.'✓'y ",✓J •3 `' 4w, `�tt. C7 d see y i • • •• •• . ••• •••• . ===a«<ACES-32 Ver. 1 . 1>>>>====== [ 038384 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 09 Hand jig>>>> : 1 . 60 Hand assembly>>>> : 0 . 68 Comp ut • 0 . 38 Comp asssembly : 0 . 00 Customer HG. ENTERPRISES-B Thu Jun 8 12 : 04 : 54 2000 Project ## : OA65 Truss ID V3-0 Family # : 101 Span 3-9 Quantity 1 Top Pitch : 5/12 ==Bld(8/11/1998) NOTES : 1 -able studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) 1 - 10-8 , 3-9 1 - 10-8 ' 1 - 1 0-8 4x5 3X4 2 3X4 1 3 Li 1 - 10-8 , 3-9 1 - 10-8 ' 1 - 10-8 ' L. HL TO PK: 2-0-6 R. HL TO PK :2-0-6 LEFT HEIGHT: 0-0 SPAN:3-9 RISE: 0-9-6 RIGHT HEIGHT: 0-0 ------------------------------------------------ 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.@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. 14.1666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 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. • • • : • fyy.art wbiti y.� •••• ••• ••••• • • �1 3 <'yy•.fir - 4, ••. . . . . . • . . . `/1•�.0 . • U • .. .. ,: . . ... .... . - A,, ===<«<ACES-32 Ver. 1 . 1>>>>====== [ 038386 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 1 . 53 Hand jig>>>> : 2 . 03 Hand assemblyy>>>> : 1 .22 Com cut • 0 . 67 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 00 2000 Project # : OA65 Truss ID J1C Family # 205 Span : 1-9-15 Quantity 2 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-181 4-1= 0 2-4= 0 1=-197 7.25 2-3= 0 4=-16 2.50 3-4= 0 3=-71 1.50 PROVIDE FOR 164 LBS UPLIFT AT JOINT 1 (0.83) PROVIDE FOR 7 LBS UPLIFT AT JOINT 4 (0.45) PROVIDE FOR 68 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 68 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 -0 1 -9- 15 , 1 -9- 15 3 6x10 2 1 4 1 -9- 153x4 1 -9- 15 L. HL TO PK: 1-11-12 LEFT HEIGHT: 0-7-10 SPAN: 1-9-15 RISE : 1-4-12 RIGHT HEIGHT: 1-4-12 --------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 064 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 009 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP LUMB = 1 . 33 PLATE ... . 1 . 33 • •••. SPACING 24 . 0 in. o: c . , NO. OF MEMBERS —1, TRUSS CHECKED FOR 110 MPH WIND: ENCt.BLD�_WAtL HGT9•11.166 ,W G. CAT. I,EXP. CAT. C,10(5+5) PSF DL;2Ab MY+,FROM OCEANLI'NE(ASCE7-93 uZ2• TC •ww 3.L...° ti, PLATES ARE MITEK M20-249,200 MARUPACTURED•Gfi& AST11.4.46 GRU•4•0•l4LVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN] PE(;S,+=SSBC,AJINSI/,TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS READ)Cv/O#INSULT.�L')G,'ARCHITE'�-T.`OR,-ENGINEER. • i�� 5� +S 1" • • • • • • • • • • • • / '� �N- ===c«<ACES-32 Ver. 1 . 1>>>>====== [ 038387 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut>>>> : 1 . 21 Hand jig>>>> : 1 . 77 Hand assembly>>>> : 0 . 76 Com cut • 0 .42 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 02 2000 Project # : OA65 Truss ID M3 Family # 205 Span : 2-4 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-204 4-1= 0 2-4= 0 1=-225 7.25 2-3= 0 4=-21 2.50 3-4= 0 3=-94 1.50 PROVIDE FOR 177 LBS UPLIFT AT JOINT 1 (0.79) PROVIDE FOR 4 LBS UPLIFT AT JOINT 4 (0.20) PROVIDE FOR 90 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 84 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 1 -0 2-4 2-4 3 6x10 2 4 2-4 3x4 2-4 L. HL TO PK: 2-6-5 LEFT HEIGHT: 0-7-10 SPAN:2-4 RISE: 1-7-5 RIGHT HEIGHT: 1-7-5 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 105 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 015 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- REPETITIVELSTRES9E494-L3CR PLATE 1 .33 • •••. SPACING 24 . 0 in.-:',o. c . 'AY • NO. OF MEMBERS = TRUSS CHECKED FOR 110 MPH WIND, EN(�.BLD•G.,WIMLL HGT. 11.166;j•(�I�G. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.'00 Mil_ OM'OCEANL�INE(ASCE7 93 PLATES ARE MITEK M20-249,200 MA`NM16ACTURED•9a0N AS1%& 4.46 GRU A OALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCE61'AS SHOWN)DESIGN CONFORMS W/NDS DESIGNrAPEGS,.I'SSBC;ALNSI/TPd�,95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT.'BLDG 4CHI,T,EET�OR ENGINEER. ••••• • • • • • • • %r ===«<<A'CES-32 Ver. 1 . 1>>>>====== [ 038388 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 2 . 78 Hand jig>>>> : 4 . 08 Hand assembly>>>> : 1 . 75 Com cut • 0 . 97 Comp asssembly 0 . 00 Cus�omer HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 05 2000 Project # : OA65 Truss ID V7-0 Family # special Span 7-9 Quantity 1 Top Pitch 5712 2-3 3 . 21/12 , 4-5 3 . 21/12 , ==81d(8/11/1998),v1.1__________________________________________________________________ NOTES : 1 -Gable studs spaced at 72 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 (SYMMETRIC PLATING TURNED ON) p- 1 0-48 2- 11 -6 4-9- 10 6- 10-8 ,7-9 0- 10-8 2-0- 14 1 - 10-4 2-0- 14 01 - 10-8 4X5 4x5 4x5 3X4 3 4 4x5 3x4 12 56 P- 10;8 2- 11 -6 4-9- 10 6- 10-8 7-9 0- 10-8 2-0- 14 1 - 10-4 2-0- 14 0- 10-8 L. HL TO PK: 0-11-6 R. HL TO PK : 0-11-6 LEFT HEIGHT: 0-0 SPAN: 7-9 RISE: 0-11 RIGHT HEIGHT: 0-0 -------------------------------------------------------------------------------- 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.@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. 14.1666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-9 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 FABRI�Xr-leP1 ONLY�FOQ PE6RMQI� J,ANp TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. cz ,� �'�� •.i � fit. • r' •• ••••• • • ••• •••• e •a 4 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038389 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 69 Hand jig>>>> : 2 .48 Hand assembly>>>> : 1 . 06 Comp cut • 0 . 59 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 11 2000 Project ## : OA65 Truss ID T6 Family # 201 Span : 1-7-4 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-97 4-1= 0 2-4= 0 1=-117 2.50 2-3= 0 4=-77 2.50 3-4=-63 PROVIDE FOR 129 LBS UPLIFT AT JOINT 1 (1.11) PROVIDE FOR 236 LBS UPLIFT AT JOINT 4 (3.07) PROVIDE FOR 168 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 0-3-112-7-4 1 -7-4 2x4 3x4 1 4 3x4 1 -7-4x4 1 -7-4 L. HL TO PK: 1-8-14 LEFT HEIGHT:2-9-2 SPAN: 1-7-4 RISE: 3-5-2 RIGHT HEIGHT: 3-5-2 ------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 055 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 010 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 I NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIAID, "96.4DGy,.1�LL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MBNUFA;TURES FROM ASTA•A446 tRQ•A'G$LVANIZED STEEL(EXCEPT AS SHOWN) r,r� itg a n PLATE MUST BE INSTALLED ON EA.•FACE•OF JOINT,:YMMETe1*CALLY(EXCEPT•AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;'iSSBCV.ANSI/TP 495 D THIS DESIGN IS FOR TRUSS FABRIU161 ONLt FOJZ-PERMANENT AND 199ftARY BRACING(WHICH IS ALWAYS READ)CONSULT,,6LDGW6; TECT•OR,ENGINEER. ,� K, ' • • . •• • • • • • „, ,'dvr tit 3 �' ,� `� , '1 i • • •• •• i�.�i� `\��;,,�� _+�� `°ddb t ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038390 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 2 . 41 Hand jig>>>> : 3 . 55 Hand assembly>>>> : 1 . 52 Com cut • 0 . 84 Comp asssembly 0 . 00 CMomer HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 14 2000 Project ## : OA65 Truss ID T7 Family # 201 Span 3-7-4 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-187 4-1= 0 2-4= 0 1=-221 2.50 2-3= 0 4=-187 2.50 3-4=-153 PROVIDE FOR 86 LBS UPLIFT AT JOINT 1 (0.39) PROVIDE FOR 248 LBS UPLIFT AT JOINT 4 (1.33) PROVIDE FOR 231 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 0 13-12 3-7-4 3-7-4 2x4 3x4 a 3x4 3-7-4 4x4 3-7-4 L. HL TO PK: 3-10-14 LEFT HEIGHT:2-9-2 SPAN: 3-7-4 RISE:4-3-2 RIGHT HEIGHT:4-3-2 --------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 .277 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 051 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS : 2X4 No. 3 19 SP ---------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, "j 6.4DGy,y•ALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEAN LINE(ASCE7-93 PLATES ARE MITEK M20-249,200 M$NUFAETUREB FROM A•STA*t;46 GRQ•A•%fLVANIZED STEEL(EXCEPT AS SHOWN) ... . PLATE MUST BE INSTALLED ON EA.•FACE•OF JOINT,SYMMETg1CALLY(EXCEPT•AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,;SSBC,ANSI/TPI-95, " THIS DESIGN IS FOR TRUSS FABRICS ID ONLta�OR•PERMANENT AND Itf lARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG, ARCHIfTECT OR ENGINEER. ••••• •••• U ,t, • qyx. Wk .�".f••. ter, qtr as:�i 14. v �... , � •:use r r� 000 *woo ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038391 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 .41 Hand jig>>>> : 3 . 55 Hand assembly>>>> : 1 . 52 Com cut ' 0 . 84 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 17 2000 Project # : OA65 Truss ID T4 Family # 201 Span 2-11-8 Quantity 1 Top Pitch 5/12 ==B[d(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 29 4-1= 0 2-4= 0 2=-345 7.25 2-3= 0 4=-157 2.50 3-4=-128 PROVIDE FOR 312 LBS UPLIFT AT JOINT 2 (0.90) PROVIDE FOR 108 LBS UPLIFT AT JOINT 4 (0.68) PROVIDE FOR 91 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC PLATING TURNED ON) ,1-8-8 2-11-8 , 2-11-8 2x4 5x12 2 -0 4 2x4 2-11-8 3x4 2-11-8 L. HL TO PK: 3-2-7 LEFT HEIGHT:2-11-3 SPAN: 2-11-8 RISE :4-2 RIGHT HEIGHT:4-2 ------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 169 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 033 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.- ENCLv BLDr..*AX6L AGf!1S'166 FTh,StDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.OO,MI„`FROM;;,OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROI� ASTM A-446 GRD A GI�LVANIZED STEEL(EXCEPT AS SHOWN) ,ygf .; , 'A , -' d�, C PLATE MUST BE INSTALLED ON EA.•FAPg:OF JOINTjj9YMMETA CAL LY(EXL�?,AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;.'SSBC"ANSI,/,T?,I-95a , THIS DESIGN IS FOR TRUSS FABRICATION ONLY. PERMAISEINT•AND TeMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL;TtBLDi ARCHITECT ,O�R,ENCiIwNEER:; • ... a' • . . . :� ===««1-\'CES-32 Ver. 1 . 1>>>>====== [ 038392 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut»>> : 3 . 14 Hand jig>>>> : 4 . 61 Hand assembly>>>> : 1 . 98 Com cut • 1 . 09 Comp asssembly 0 . 00 Cusfomer HG.ENTERPRISES-B Thu Jun 8 12 : 05 :20 2000 Project # : OA65 Truss ID T5 Family # 201 Span 4-11-8 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 49 4-1= 0 2-4= 0 2=-455 7.25 2-3= 0 4=-267 2.50 3-4=-218 PROVIDE FOR 360 LBS UPLIFT AT JOINT 2 (0.79) PROVIDE FOR 185 LBS UPLIFT AT JOINT 4 (0.69) PROVIDE FOR 160 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=1O,31,(SYMMETRIC PLATING TURNED ON) 8—S 4-11-8 , 4-11-8 2x4 5x12 z ri 2-0 4 2x4 4-11-8 ;x4 4-11-8 L. HL TO PK: 5-4-7 LEFT HEIGHT:2-11-3 SPAN:4-11-8 RISE : 5-0 RIGHT HEIGHT: 5-0 ---------- - ----------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3-0 . 474 TOP CH0RD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 101 BOT CH0RD: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 F:)R 1'�0 MPH WIND,- ENCL.BLDG.,WPOLL HG-T. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,1O(5+5) PSF DL,2.00`,'}MI,FROMXOCEANL'INE @ASCE,7-93 PLATES ARE MITE?K M2O►249,ZO0 MANUFAChRED FRW19-04 A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE IMAL•LED ON•EA. FACE•bf•,l01 NT,S'YfiMCTRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS'SSBC-ANSP%J,PI-95 ' "N'- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,,p6 G.ARCH1jECT- OR ENG'LNEERi�' ' s p+r.•;�7 tl'�!�\' �..a ,�"�A •F ,. lW ik�p�� 0*0 see 000 000 060 goo** . • 000 Goes ===««ACES-32 Ver. 1 . 1>>>>====== [ 038394 ] ___===««BEST.TRUSS . CO. »»_________ Hand cut>>>> : 1 . 33 Hand jig>>>> : 1 . 95 Hand assembly>>>> : 0 . 84 Comp ut • 0 . 46 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 27 2000 Project # : OA65 Truss ID T3 Family # 201 Span : 0-11-8 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 2=-235 7.25 4=-47 2.50 PROVIDE FOR 263 LBS UPLIFT AT JOINT 2 (1.12) PROVIDE FOR 31 LBS UPLIFT AT JOINT 4 (0.65) PROVIDE FOR 22 LBS HOR1Z. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFTY=TOP):[j2=5,31,(SYMMETRIC PLATING TURNED ON) 1 -8-8 0-11 -8 0-11 -8 2x4 5x8 z 0 101 M -0 1 4 2x4 0-11 0-11 -8 L. HL TO PK: 1-0-7 LEFT HEIGHT:2-11-3 SPAN: 0-11-8 RISE: 3-4 RIGHT HEIGHT: 3-4 ------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 018 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 003 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@4=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 FiOR*T1 MPI41+It , ENCL•.e�'11G.•,W/�Lt•Rfif. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI F,ROM�OCEANLINE(ASCE7-93 PLATES ARE MIT* M21-249,200 TNUFACTMRED FROM AST,M A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 1a u g PLATE MUST BE PNSTALOLED ON EAr FACE• OF JOINT,.S�'PAVRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;�SSBC,NDS ANSI/TPI;,95 THIS DESIGN IS FOVAUSS �ltAICATI(V tAL'Y.FOR"RIRANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT•'BLpDG ARCHITECT.QR ENGII''NEER. • • • • • • • • ••• p _vS Y4 T ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038395 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 3 . 26 Hand j ig»» : 4 . 79 Hand assembly»» : 2 . 05 Comp ut • 1 . 13 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 :31 2000 Project # : OA65 Truss ID T8 Family # 201 Span : 5-6-12 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-275 4-1= 0 2-4= 0 1=-329 2.50 2-3= 0 4=-294 2.50 3-4=-241 PROVIDE FOR 102 LBS UPLIFT AT JOINT 1 (0.31) PROVIDE FOR 313 LBS UPLIFT AT JOINT 4 (1.06) PROVIDE FOR 277 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) .0-3-12 5-6-12 5-6-12 2x4 3x4 <1 1A i- 29 % 1 4 3x4 5-6-12 ;x4 5-6-12 L. HL TO PK: 6-0-5 LEFT HEIGHT:2-9-5 SPAN: 5-6-12 RISE : 5-1-2 RIGHT HEIGHT: 5-1-2 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 661 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 130 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 F(1R•1.1�1 9PHeM% tNCL'.91:)t.,'W4t*h�f. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM,OCEANLINE(ASCE7-93 PLATES ARE MITES: M2C:-249,200 *NUFACILIRED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 9d+4f t a e PLATE MUST BE I-N�JAL4-ED ON EA!FACEv OF JOINT,0A4*RICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC',NSSBC-ANSI/„TPd-95 THIS DESIGN IS FOR AUSS FAVICATI014 C11LY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT:-BLDG ARCHfftCT,y,OR ENGINEER. 00• ••• w Y' � n • • • • • •• • • • « U +�� f i oe • • • • • • • • • x;{ 99 ?%' '� '” r Gig,, �v- v - ===««AC_ES-32 Ver. 1 . 1>>>>====== [ 038396 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 8 . 54 Hand jig>>>> : 12 . 55 Hand assembly>>>> : 5 . 38 Com cut • 2 . 97 Comp asssembly 0 . 00 Cus?omer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 : 34 2000 Project # : OA65 Truss ID HH11 Family # 313 Span : 18-5-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1 FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-1644 7-8= 0 2-10= 50 6-8= 1586 1=-1103 7.25 2-3=-1577 8-9= 1886 3-10= 69 7=-993 2.50 3-4=-1886 9-10= 1453 3-9= 489 4-5=-1398 10-1= 1409 4-9=-137 5-6=-1398 4-8=-555 6-7=-949 5-8=-397 PROVIDE FOR 552 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 447 LBS UPLIFT AT JOINT 7 (0.45) PROVIDE FOR 162 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:4-5=3x4; BOTT CHORD SPLICES:9-10=3x4; 1-0 2-6 5-0 9-6-7 13-11-1 18-5-8 2-6 2-6 4-6-7 4-4-11 4-6-7 4x9 3x4 2x4 3x4 3 4 5 6 2x4 2 5x6 rn 1 10 9 6 3x4 3x4 3x8 7 2X3 WEDGE 3x4 5-0 9-6-7 13-11-1 18-5-8 5-0 4-6-7 4-4-11 4-6-7 L. HL TO PK: 5-5 LEFT HEIGHT: 0-7 SPAN: 18-5-8 RISE:2-8 RIGHT HEIGHT: 2-8 ---------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 436 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 8-9=0 . 443 BOT CHORD:2X4 No. 2ND 19, SP BOTT •0.'••x(7 •Lir!-fEFL.•@9-0 . 07 < L/360 WEBS : 2X4 No. 3 1.9Q'SP S TR. INC. •: LUMB r 1:. 33.•PLATE••-A•: . 33 SPACING • 24 . 0 inX ,o. Ica�:�•.w•t REPETITIVE•STRERSES UOED> •••• NO. OF MEMBERS fi A RIGHT END VERTICAL IS NOT EXPOSED. 'V 4r,:,. ' % TRUSS CHECKED FpR 1'IA•mPH W14 E BLDG!�WALt HGT. 11.166 FT BLDG. CAT. I EXP. CAT. C,10(5+5) PSF DL,2.00'•MI�;FROM!�OGEANLINEt'ASCE7-93 PLATES ARE MITE( 020'219,209 MANUf+ACTUR& DRC;4 ESTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) %�O,m �ti� PLATE MUST BE bNS*AULED ON Ed. FACE Of JCftIT,.SYOMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN HSPEECS.•`„SSBC ANSd .TPI 95 THIS DESIGN IS FbR TRUSS FABRICATION ONLOr.FOR 4ERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG0ARCHIfECT�OR ENGINEER. ue (^ •3 n io1 c..3 X41 ,V 0 0000 0000 • • • •• •• • • • `W 9�1 i .x� k • � ” ===<«<ACES-32 Ver. 1 . 1>>>>====== [ 038305 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 18 . 58 Hand jig>>>> : 27 . 31 Hand assembly>>>> : 11 . 70 Com cut • 6 .47 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 11 : 57 :49 2000 Project ## : OA65 Truss ID S1 Family # special Span 33-9-4 Quantity 1 To Pitch 5/12 Bo? pitch 90/12 ==3[d(8/11/1998),v1.1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-306 7-8=-2096 10-11= 0 16-17= 3166 3-1=-3549 6-15= 66 9-11= 1860 1=-1953 7.25 2-3= 0 8-9=-1731 11-12= 1599 17-1= 3166 3-17= 89 6-14=-516 14-12= 2086 10=-1878 2.61 3-4=-3182 9-10=-1835 12-13= 0 3-16=-258 7-14= 2200 4-5=-2934 13-14= 49 4-16= 781 7-12=-1019 5-6=-3696 14-15= 3643 5-16=-950 8-12= 467 6-7=-3625 15-16= 3696 5-15= 72 8-11=-864 PROVIDE FOR 937 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 850 LBS UPLIFT AT JOINT 10 (0.45) PROVIDE FOR 32 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j6=3,31,(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:11-12=3x6;15-16=3x6; 1-0 0-3-12 1 4-6 1 9-0 I 14-6 I 20-0 25-0-14 129-5-1 i ;3 -9-4 II 4-6 4-6 5-6 5-6 5-0-14 4-4-3 4x5 3x4 5x6 4x9 4 5 6 7 3x10 3x4 3 6 2 >3x4 I 17 16 15 2-0 1 2x4 3x8 3x4 60 13 12 11 7x10 2x4 3x8 3x6 10 IE6 19-0 14-6 20-0 25-0-14 129-5-1 133-9-4 [3x4 6 4-6 5-6 5-6 5-0-14 4-4-3 4-4-3 L. HL TO PK: 9-9 R. HL TO PK : 9-5-1 LEFT HEIGHT: 0-7-10 SPAN: 33-9-4 RISE : 6-4-10 RIGHT HEIGHT:2-9-2 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER , 4� L D TOP 3-4=0 . 659 TOP CHORD:2X4 No.2ND•4�':19'YSP. TOP �0.••'�S •BE7I+ • 1*5-•�6t0 . 827 BOT CHORD:2X4 No;:,2ND¢11Y SP 44 BOTT Oo g0 LL•DEFL�@1t=0 . 24 < L/360 WEBS :2X4 No":3""L S'P, • ` z STR. INC. TMB �•I . 33••P ,TE x••1 . 33 SPACING 24 . 0,ki�n. • o,,�c . REPETITIVE STRESSES USED NO. OF MEMBERS; I ' Itl6l •C�'7c1 '� CHORD: 4-5; 5-64•4-7•TQBE7,kZ.• N19SP••• ••• � CHORD: 13-14 TC;BP• 274: No.3 19 SP • ••� "d �r BOTH END VERTIOAL9 ARE•NOT E)tPOSED.. • • . ' 3'C 1 `" �' , v ii ., ,, ' WEB 3-1 BRACED at 1/2'POINTS•AS SIfOWN ABbVE • �� 1 'r`4 ,, Note:Use 1x4 or 20 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in.,'o.c- TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(AS,CE7-93 PLATES ARE MITEK 12(f-20,200 MANQFACTOREJ)•FR7 ON"A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST Be-I'NtIALLEQ ON :A* FACE OF JOINTpSYMMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95' THIS DESIGN !S FOR TRUES FARRICAIION ONi*. .FOt PE99ANg NT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038306 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 19 . 67 Hand jig>>>> : 28 . 91 Hand assembly>>>> : 12 . 39 Com cut • 6 . 85 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 11 : 57 : 59 2000 Project # : OA65 Truss ID S2 Family # special Span 33-9-4 Quantity 1 To Pitch 5/12 Bo? pitch 90/12 ==3ld(8/11/1998),v1. FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-351 7-8=-2090 10-11= 0 16-17= 3162 3-1=-3521 6-15= 128 9-11= 1930 1=-1953 7.25 2-3= 0 8-9=-1882 11-12= 1739 17-1= 3162 3-17= 109 6-14=-435 14-12= 2335 10=-1878 2.61 3-4=-2977 9-10=-1825 12-13= 0 3-16=-461 7-14= 2127 4-5=-3113 13-14= 29 4-16= 298 7-12=-1400 5-6=-3113 14-15= 3027 4-15= 544 8-12= 251 6-7=-3014 15-16= 2746 5-15=-405 8-11=-730 PROVIDE FOR 937 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 850 LBS UPLIFT AT JOINT 10 (0.45) PROVIDE FOR 38 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;7-8=3x6; BOTT CHORD SPLICES:11-12=3x6;16-17=3x6; 1-0 -6 11-0 15-6 2 -0 3-0-14 2 -5-1 3 -9-4 -3-12 5-6 5-6 4-6 4-6 -4-3 5-4-3 4x9 2x4 3x4 4x9 4 S 6 7 3x8 3x4 3 6 3x4 2 9 I 17 15 15 3x 2-0 1 2x4 3x4 8 6x1 13 12 11 7x10 2x4 3x10 3x6 10 5-6 H 11-0 15-6 20-0 123-0-14# 28-5-1 33-9-4 I3x4 5-6 5-6 4-6 4-6 3-0-14 5=4-3 5-4-3 L. HL TO PK: 11-11 R. HL TO PK : 11-7-1 LEFT HEIGHT: 0-7-10 SPAN:33-9-4 RISE: 7-2-10 RIGHT HEIGHT:2-9-2 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF L D TOP 7-8=0 . 774 TOP CHORD:2X4 SS - - - ----- -- 19�'"fS'kfl!.S P4.'r.� TOP 1,6-1'W-0 . 719 BOT CHORD:2X4 No. 2NDt, 9 BOTT 0; �0 LLo EFL @15=0_21 < L/360 WEBS _2X4No_3,,!,�E9,'SP. t' STR INC. • TUMB �•� . 33••PIATE —41. . 33 SPACING 24 . 0 ir>: o c. z•^,�(,.: REPETITIVE STRESSES USED NO. OF MEMBERS = `° CHORD: 4-5; 5-4j*4-7.;%-8; $'9•Tdr 2X 6•No.2MD 19 SP CHORD: 13-14 TUB 40 No.3 19 SP • • . . 1j°� �('��` q�gaw BOTH END VERTICALS AARRE:NO� EMEdy ' '� ; 1r F�Cmc'• ,"; ' 'ns WEB 7-12 BRACED •at 1/2 POINTT AS SHOWN ABOVE • WEB 3-1 BRACED at 1/3 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 narrow face w/10d nai,Lsk6 i,n° o.c� ' TRUSS CHEAED FOR;11V J19H WIND, :NCL.BLDG.INALL RK4L 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLI,NE(ASCE7-93 PLATES ARE MIT1'K'P120-249,208 MANWFACTUR& FR&4 ISTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSWALLEE ON W ACE OF 10 1 NT'SYMMn%CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS'FUR VIAS'FABRICATION ONLN.fBR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===z«<ACES-32 Ver. 1 . 1>>>>====== [ 038307 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut>>>> : 20 . 63 Hand jig>>>> : 30 . 32 Hand assembly>>>> : 13 . 00 Com cut • 7 . 18 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 11 : 58 : 10 2000 Project ## : OA65 Truss ID S3 Family # special Span 33-9-4 Quantity 1 To pp Pitch 5/12 Bo? pitch 12/12 =�-BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-298 7-8=-2090 11-12= 0 17-1= 3119 3-1=-3502 6-15=-213 9-12=-530 1=-1953 7.25 2-3= 0 8-9=-1945 12-13= 1920 3-17=-92 6-14=-176 10-12= 1958 11=-1878 2.61 3--4=-3309 9-10=-1943 13-14= 3024 4-17= 220 7-14= 2432 4-5=-2750 10-11=-1820 14-15= 2681 4-16=-556 7-13=-1825 5-6=-2680 15-16= 2536 5-16= 474 8-13=-228 6-7=-2588 16-17= 2948 5-15= 277 8-12=-200 PROVIDE FOR 937 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 850 LBS UPLIFT AT JOINT 11 (0.45) PROVIDE FOR 44 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j7=3,21,[j13=5,5.51,[j14=5,71,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6;8-9=3x6; BOTT CHORD SPLICES:16-17=3x6; 1-0 22-0 4-4 8-8 13- 16- 1- -14 7-1 -10 -9-4 -3-12 4-4 4-4 4-4 3-6 4-6-14 0- 1-2 5-10-10 5-10-10 3x4 4xg 3x4 7x6 S 6 7 3x4 6 4 2x4 3x6 9 3 3x4 10 2 I 17 16 15 1 2-0 1 3x4 3x4 3x4 1 13 12 7x10 6x10 x It 6-6 13-0 116-6 .20-0 2?-0 27-10-10 E 33-9-4 L3x4 6-6 6-6 3-6 3-6 2-0 5-10-10 5-10-10 L. HL TO PK: 14-1 R. HL TO PK : 13-9-1 LEFT HEIGHT: 0-7-10 SPAN: 33-9-4 RISE : 8-0-10 RIGHT HEIGHT:,Z,,9-2 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBERS— 'L ••`• D 0000: •TEDP•• •8-99x4O . 822 TOP CHORD:2X4 No. 2«ND ? 3 l�. Sp •. TOP 00 X15 BOTT 17,-1=1) . 767 BOT CHORD:2X4 No.2' .19 , BOTT 0: 0 LJ!.DEFLj.."ifi=O . 20 < L/360 WEBS : 2X4 No STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 &r tc,�ti , REPETITIVE STRESSES USED NO. OF MEMBERS , 1:'''c �° ,rr BOTH END VERTI L ARE•NOT RXPOSED. • • • • ,.ild1,�'•' �•� �(•• F�%,w;,._ WEB 3-1; 7-13;$ 12IRECEU of.�/2%011TS A: *OQN ABOVE ' r '.�•t ,,iu PROVIDE 2*4 CONTINUOUS BRACTRG AT•BOTTOM'CHORDeNOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE�'CEILING.IS NOT AP.PCI ED. F;� Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narrow'face'w/�10d'nails 6,,in.�ot�c& TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FRO M-OCEAN0INE(ASCE7-93,', PLATES ARE! M:TEK 12Q-2;*,20P MANDFACTOR D•fROM AS**A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST B:*M ALLER ON EA. FACE OF EINT AYtMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN -- Fa TRUAiS FAIiAg i ON ONC•Y.FOC PERIRAIJ NT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. 000 f•••• e • ••• •••• ===««PtCES-32 Ver. 1 . 1>>>>====== [ 038308 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 21 . 24 Hand jig>>>> : 31 . 21 Hand assembly>>>> : 13 . 38 Com cut • 7 . 39 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 11 : 58 :21 2000 Project # : OA65 Truss ID S4 Family # special Span 33-9-4 Quantity 1 To Pitch 5/12 Bo� pitch 90/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-328 7-8=-2620 11-12= 0 17-18= 2857 3-1=-3539 6-17= 18 9-13= 420 1=-1953 7.25 2-3= 0 8-9=-2102 12-13= 1636 18-19= 3169 3-19= 98 6-16= 750 9-12=-829 11=-1987 2.76 3-4=-3095 9-10=-1770 13-14= 0 19-1= 3169 3-18=-347 7-16=-706 10-12= 1877 4-5=-2507 10-11=-1943 14-15= 44 4-18= 253 7-15= 468 15-13= 2128 5-6=-2312 15-16= 2407 4-17=-727 8-15= 664 6-7=-2506 16-17= 2303 5-17= 557 8-13=-1073 PROVIDE FOR 940 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 979 LBS UPLIFT AT JOINT 11 (0.49) PROVIDE FOR 49 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LE FT,Y=TOP):[j4=3,31,I j 8=3,31,(SYMMETR I C PLATING TURNED ON BOTT CHORD SPLICES:12-13=3x6;17-18=3x6; 1-0 20-0 5-0 9-11-3 I 15 - X410 1 14 4-7-1 3 5-0 4-11-3 5-0 13 0 -4 4-7 - 14 33-7 9--4 0-11324 4x5 4x9 S 6 5x6 5x6 4 6 3x8 3x4 3 9 3x4 2 10 I 19 18 17 16 2-0 1 2x4 3x4 3x8 6x1 3x6 14 13 12 7x10 2x4 3x10 3x6 11 20-0 5-0 I 9-11-3 15-0 I19-0-14 , 2�—I 29-2-3 33-9-4 If 5-0 4-11-3 5-0-13 4-0-14 4-7-1 4-7-1 4-7-1 0-11-2 L. HL TO PK: 16-3 R. HL TO PK : 15-11-1 LEFT HEIGHT: 0-7-10 SPAN: 33-9-4 RISE: 8-10-10 RIGHT HEIGHT:2-9-2 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER, 1 L D TOP 3-4=0 . 730 TOP CHORD:2X4 No.2ND 9 ' SP '"a TOP 3A •••159 ... . 1.8-�.J-0 . 704 BOT CHORD:2X4 No. 2N�Dr�,1,9"SP'••. BOTT 0; 10 ; LL DEFL!@ N=0 . 17 < L/360 WEBS :2X4 No. 3 19. 5,P,A Yt STR. INC. : 6Z.T, IB '.•1' 33;P. TE• - . 33 SPACING 24 . 0 REPETITIVE STRESSES USED •�� NO OF MEMBERS •"" °�'� �� a�_"• ' CHORD: 14-15 TO Bf 2X4 No.3 J9 Sp.. . . �. BOTH END VERTIC:L$A:E$OT *PQSED: ;, ' WEB 3-1 BRACED ft-1/1 POINTS /1H SHOWN.AB8V& • • � C `�F •3 lvrft.Bra,cin • G ' Note:Use 1x4 or 1x g cp�n.w/T;gd R�1''ls,or T-brace of same size and grade as web conn. to narrow face w/10d nails,b in:k�o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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•Bf• INSTAL&64 ON E.A. FAKE OF. JO&IJT.,SYMWJI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 1' THIS DESIGN :%FQC TRUSS FAV ICAJION ONL:.FORjPI:RMAN@NT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 00• 9000& • 0 ••• 0000 ===d«<ACES-32 Ver. 1 . 1>>>>====== [ 038309 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 20 . 15 Hand jig>>>> : 29 . 61 Hand assemblyy>>>> : 12 . 69 Com cut • 7 . 01 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 11 : 58 : 33 2000 Project # : OA65 Truss ID S5 Family # special Span : 33-6-4 Quantity 1 To Pitch 5/12 Bof pitch 90/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-245 7-8=-2081 10-11= 0 16-17= 3013 3-1=-3379 6-15=-762 9-11= 1861 1=-1829 7.25 2-3= 0 8-9=-1755 11-12= 1622 17-1= 3013 3-17= 108 6-14= 490 14-12= 2106 10=-1974 2.74 3-4=-2896 9-10=-1929 12-13= 0 3-16=-383 7-14= 649 4-5=-2218 13-14= 44 4-16= 289 7-12=-1058 5-6=-2218 14-15= 2376 4-15=-821 8-12= 412 6-7=-2587 15-16= 2674 5-15= 1309 8-11=-821 PROVIDE FOR 814 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 980 LBS UPLIFT AT JOINT 10 (0.50) PROVIDE FOR 48 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j4=3,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:7-8=3x6; BOTT CHORD SPLICES:11-12=3x6;16-17=3x6; -1 -11- - -4 1- -12 5-7-2 5-3-13 5-10-7 -11-9 4-7-1 4-7-1 4-7-1 4x5 5 3x4 5x6 6 3x4 a 3x8 x4 3 3 8 3x4 � 9 I 17 16 15 2-0 1 2x4 3x4 3x8 60 13 12 11 7x6 2x4 3x10 3x6 t0 5-7-2 1 - -7 1 - 4-4-1 -11- - -4 q 5-7-2 5-3-13 5-10-7 -11-9 4-7-1 4-7-1 4-7-1 L. HL TO PK: 18-2-4 R. HL TO PK : 18-1-9 LEFT HEIGHT: 0-8-14 SPAN:33-6-4 RISE: 9-8-13 RIGHT HEIGHT:2-9-2 --------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D •TO'P • �3•' =0 �9 � • . TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 •BO'IsT 16-1.7=0 . 705 BOT CHORD: 2X4 No. 2ND 19 ASP '•• BOTT 0 10 ALL ZEF.L.Q16�0 . 17 `•L•/;3 6 0 WEBS : 2X4 N0. 3 19 .S PA ``� •, "4.,__ STR. INC. LOMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. ;;o.. ,C,��;xY�.�;� f REPETITIVE STRESSES USED NO. OF MEMBERS = 1 r - ' �, CHORD: 13-14 TO BE 2X4 No.3 19 9P • • • • • • • • • • ' •'.,� ...•�` �tiraj,_ BOTH END VERTICALS ARE NOT EXPOSE.. • • • •. • • • {: "ry ��'t WEB 3-1 BRACED at 1/3 POINTS AS SHOWN A80VE •• • •• • .:�� Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T brace of same size and grade as web corm. to narrow face w0�0d_�'9''Ls'6��4I,, n, or.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANL'INE(ASGE7-93 PLATES ARE MITEK M20-249,20U M$NUFACTAtQ•FROQ ASTQ A 446•GRe%GQL%%ig4ZED STEEL(EXCEPT AS SHOWN) o-d PLATE MUST BE INSTALLED ON EA.•PKE•OF J@INT,BYMMEfRICALLYa(EXCBPT•AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 y °_ THIS DESIGN IS FOR TRUSS FABRIIATIOG ONLI.FOR: 1 GIN ' R�tD1IINENT Al� TEh�ORdFlY•BRACING(WH1CH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER: 000 ••••• • • ••• •••• ===Q«<ACES-32 Ver. 1 . 1>>>>====== [ 038310 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut>>>> : 16 . 53 Hand jig>>>> : 24 . 29 Hand assembly>>>> : 10 . 41 Com cut • 5 . 75 Comp asssembly 0 . 00 Cusvomer HG.ENTERPRISES-B Thu Jun 8 11 : 58 :43 2000 Project ## : OA65 Truss ID T1 Family # special Span 33-2 Quantity 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-240 7-8= 0 9-10= 2799 3-1=-3359 6-12=-742 1=-1810 2.51 2-3= 0 8-9=-349 10-11= 2799 3-14= 110 6-11= 243 9=-1920 7.25 3-4=-2838 11-12= 2544 3-13=-418 7-11=-288 "4-5=-2172 12-13= 2619 4-13= 293 7-10= 108 5-6=-2172 13-14= 2997 4-12=-824 7-9=-3184 6-7=-2756 14-1= 2997 5-12= 1169 PROVIDE FOR 811 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 939 LBS UPLIFT AT JOINT 9 (0.49) PROVIDE FOR 58 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6; BOTT CHORD SPLICES:11-12=3x6;12-13=3x6; 5-5-3 11-1-5 16-9-8 22-3 27-8-8 33-2 , 1;0 5-5-3 5-8-3 5-8-3 5-5-8 5-5-8 5-5-8 4x5 5 3x4 3x4 4 6 3x8 3x8 3 7 2x4 2 8 14 13 12 11 10 I 2x4 3x4 3x8 3x4 2x4 9 7x6 5-5-3 11-1-5 16-9-8 22-3 27-8-8 33-2 4Y7 5-5-3 5-8-3 5-8-3 5-5-8 5-5-8 5-5-8 L. HL TO PK: 18-2-5 R. HL TO PK : 17-8-14 LEFT HEIGHT: 0-8-14 SPAN: 33-2 RISE: 7-8-13 RIGHT HEIGHT: 0-10-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 967 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 13-14=0 . 707 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 e eie360 WEBS :2X4 No. 3 19 SP STR INC. • LUMB = 1 .Z�3 :PLA.'E 1•.'33 SPACING • 24 . 0 in.�o,:;..c :� �• REPETITIVE STRESSES *TSED ••• ••••• •••• NO. OF MEMBERS = �1��° ` ,�,E f4- BOTH END VERTICALS ARE NOT EXPOSED. �af } r"'' �•a�"1' WEB 3-1; 7-9 BRACED at 1/2 POIN;!f.AS•SIWWN 466E • • • • .� _,".. {,r;�� '��X `',- Note:Use 1x4 or 2x3 Cont.Bracing clbnA. 2-8doneiLs(•or T-braee•oo same size and grade as web conn. to narrow 'face'w/d0d"na,iA s 6 in. ,L 6 TRUSS CHECKED FOR 110 MPH WIND,•ENCLi6 G*,WAtC HGi• 1� .16'�F1,*DG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,,2 Q0 MI�FROM OCEANLINE(ASC�7=93,1 PLATES ARE MITEK M20-249,200 MANLTFACTLTRED FR" ASTfi A 4480GRD R GALVANIZED STEEL(EXCEPT AS SHOWN) w'» ` PLATE MUST,BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES I90-SPECS&t'�SdSB NS07'TiPI,-9,5, ,x,,, >�.'Sl� �'•._.elm ' 'G °k THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL`T�BL'DGRARGHIy�T,ECT�s ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038311 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 15 . 69 Hand jig>>>> : 23 . 05 Hand assembly>>>> : 9 . 88 Com cut • 5 . 46 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 11 : 58 : 53 2000 Project # : OA65 Truss ID T9 Family # special Span : 33-2 Quantity 1 Top Pitch 5712 ==,B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-247 7-8= 0 9-10= 2738 3-1=-3289 6-10= 270 1=-1810 2.51 2-3= 0 8-9=-337 10-11= 2535 3-12=-237 7-10=-108 9=-1920 7.25 3-4=-3000 11-12= 2592 4-12= 378 7-9=-3125 4-5=-2171 12-1= 2937 4-11=-784 5-6=-2171 5-11= 1155 6-7=-2883 6-11=-708 PROVIDE FOR 797 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 923 LBS UPLIFT AT JOINT 9 (0.48) PROVIDE FOR 57 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j4=3,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:6-7=3x6; BOTT CHORD SPLICES:10-11=3x6;11-12=3x6; 5-7-3 11-0-13 16-9-8 22-6-3 27-11-13 33-2 1:,0 5-7-3 5-5-11 5-8-11 5-8-11 5-5-11 5-2-3 4x5 5 5x6 3x4 4 6 3x6 3x4 3 7 2x4 2 8 12 11 10 1 3x4 3x8 3x4 9 7x6 8-4-12 16-9-8 25-2-4 33-2 4Y7 8-4-12 8-4-12 8-4-12 7-11-12 L. HL TO PK: 18-2-5 R. HL TO PK : 17-8-14 LEFT HEIGHT: 0-8-14 SPAN: 33-2 RISE: 7-8-13 RIGHT HEIGHT: 0-10-15 ------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 972 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 .SOFT2'��OtB� ••••� BOT CHORD:2X4 No. 2ND 19, SP BOTT 0 10 • LLt DE L.@11=0�. 19 < L7360 WEBS -----_2X4 No. 3 19.'1SP STR. INC. : LUMB = 1 . 33'PLATE•= lte33• •••• SPACING 24 . 0 in._'"o REPETITIVE STRESSES USED NO. OF MEMBERS = 1` .,Y'f 77� .A.QI'4•W,ti', BOTH END VERTICALS ARE NOT EXPOSEC • •' ' "•' '• •' i" ��' L•y{� ',� �} r '' • • • • • WEB 7-9 BRACED at 1/2 POINTS AS i'(H TW•N•A gO VE • • • • • • • r � ts:k' a �' '�, •• • • •• • • 4.±Y stn. ,�i., °�„�.�"d e +`"��"'_i'a �; ..�..,{� WEB 3-1 BRACED at 1/3 POINTS AS 6HOWN.AFfOV°E . .. . • . t:s Note:Use 1x4 or 20 Cont.Bracing i`onn.&/2-8d'iTai[s'or T-LArtce of same size and grade as web conn. to narrow 'fa 110d na1lr, TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FRDM 0 CEANLINE,('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 1EA: FACE &':QINT;SYMMCTRICALLJIEXV Pi•A5•JHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS ASSBC,ANSI/TPI 5� THIS DESIGN IS FOR TRUSS FABRICXM2N ONEY.FOR PERMANENT {MID TBMPSRARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHI-TECT,'OR ENGINEER.,'000 i ===a«<ACES-32 Ver. 1 . 1»»==='_,-_'[ 0,38312 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 45 .47 Hand I'-ig> •�> : 52 . 15 Hand assembly»» : 36 . 25 Com cut • 20 . 03 Comp asssembly 0 . 00 CMomer : HG.ENTERPRISES-B Thu Jun 8 11 : 59 : 01 2000 Project # : OA65 Truss ID S6 Family # special Span 33-2 Quantity 3 To Pitch 5712 Bo� pitch 8/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-247 7-8=-2968 12-13= 0 18-19= 2638 3-1=-3353 6-18=-743 9-15=-741 1=-1810 2.51 2-3= 0 8-9=-3624 13-14= 2697 19-20= 2995 3-20= 108 6-17=-1487 9-14= 224 12=-1920 7.25 3-4=-2858 9-10=-4401 14-15= 4063 20-1= 2995 3-19=-402 6-16= 2323 10-14= 2268 4-5=-2172 10-11=-2431 15-16= 3345 4-19= 297 7-16=-257 10-13=-2241 5-6=-2172 11-12=-1902 16-17= 2794 4-18=-831 8-16=-726 11-13= 2374 6-7=-2968 17-18= 2325 5-18= 1273 8-15= 229 PROVIDE FOR 797 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 923 LBS UPLIFT AT JOINT 12 (0.48) PROVIDE FOR 57 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):0 4=3,31,[j13=4,3.51,[j14=3,21,[j16=5,51,[j17=3,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:7-8=3x6; BOTT CHORD SPLICES:14-15=3x6;19-20=3x6; 33-2 5-7-3 10-10-15 16-9-8 19-9 20T9 25-5-8 30-2 31 T2 1-0 5-7-3 5-3-13 5-10-9 -11-8 4-8-8 4-8-8 1-0 24 1-0 4x5 2x4 5 7x12 5x6 6 4 3x4 3x8 s 3x6 3x4 3 9 10 3x6 z rr tt 16 15 14 20 19 18 17 13 x10 3x4 5x6 12 1 2x4 3x4 3x8 5x6 5x8 33-2 7x6 5-7-3 10-10-15 16-9-5 19-9 20 9 1 25-5-8 30-2 31 T2 4 5-7-3 5-3-13 5-10-9 -11-8 4-8-8 4-8-8 1- 2-0 1-0 L. HL TO PK: 18-2-5 INTERNAL RISE: 0-8 R. HL TO PK : 17-8-14 LEFT HEIGHT: 0-8-14 SPAN: 33-2 RISE: 7-8-13 RIGHT HEIGHT: 0-10-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER • • • J • • 0000 * °•°di 'S' L D .7'Op .3'-�-0 .•9' 2 TOP CHORD:2X4 No.2ND 1.9� �SPT �E'q� TOP 30 15 ; BO:'T 14-35=0 e856 BOT CHORD:2X4 No. 2ND. 19%-5�.•••._,. 7 .,= BOTT 0 10 • LL.DEFL.L b 16• . 25 L • �360 WEBS :2X4 No.�+3 19 SP'_ —•mss== 1===._i•i�==�_•iti=====-----------------=—,- _ -- STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 0 iUw.t o'c '- �' REPETITIVE STRESSES USED NO. OF MEMBERS ��la f,� y•�3 4 ; ,� �` 0:0 . . 4. z BOTH END VERTICALS ARE NOT EXPOS;D• • • • • • • • • • �' s Vii' WEB 6-17 BRACED at 1/2 POINTS A9 SHOWN ABOVE • 00 • • • WEB 3-1 BRACED at 1/3 POINTS AS S�iOWN ABOVE J S Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web Conn. to narrow face w/1Od nails 6 .iri.,'o c �,._ TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93T§: PLATES ARE MITEK M20-249,20U �ANUFJCYU C6 FROM ASIM A 446.Ut .1 PRL1IA�{IZED STEEL(EXCEPT AS SHOWN) x`` h PLATE MUST BE INSTALLED ON EA:•PAt: OF ';DINT,-SYMMETRICALL-Y(EXOEPf AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABR#CATI®N ONkY.FOW•PEROANENT AD T04POW.BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. }" 000 0000• • • ••• 0000 r• l ===t«<ACES-32 Ver. 1 . 1>>>>======= [ 038313 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 16 . 77 Hand •jj ig»» : 24 . 65 Hand assembly»» : 10 . 56 Com cut • 5 . 84 Comp asssembly 0 . 00 Cusfomer : HG.ENTERPRISES-B Thu Jun 8 11 : 59 : 15 2000 Project # : OA65 Truss ID TlA Family # special Span : 33-5 Quantity 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-359 7-8= 0 9-10= 2820 3-1=-3464 6-12=-741 1=-1932 7.25 2-3= 0 8-9=-349 10-11= 2820 3-14= 112 6-11= 242 9=-1932 7.25 3-4=-2891 11-12= 2568 3-13=-493 7-11=-284 4-5=-2199 12-13= 2669 4-13= 325 7-10= 108 5-6=-2199 13-14= 3114 4-12=-856 7-9=-3208 6-7=-2782 14-1= 3114 5-12= 1190 PROVIDE FOR 928 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 928 LBS UPLIFT AT JOINT 9 (0.48) PROVIDE FOR 64 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6; BOTT CHORD SPLICES:11-12=3x6;12-13=3x6; 1-0 5-8-3 11-4-5 17-0-8 22-6 , 27-11-8 33-5 _, 1_;0 5-8-3 5-8-3 5-8-3 5-5-8 5-5-8 5-5-8 4x5 5 3x4 3x4 4 6 3x8 3x8 3 7 2x4 2 6 14 13 12 11 10 1 2x4 3x4 3x8 3x4 2x4 s 7x105-8-3 11-4-5 17-0-8 22-6 27-11-8 33-5 4Y7 5-8-3 5-8-3 5-8-3 5-5-8 5-5-8 5-5-8 L. HL TO PK: 18-5-9 R. HL TO PK : 17-8-14 LEFT HEIGHT: 0-7-10 SPAN: 33-5 RISE : 7-8-13 RIGHT HEIGHT: 0-10-15 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 983 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 E$TT 1 •-14=0 . 729 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 •LZIjE)r .Ql'3=b'.20' v,0 Tz360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 3 EpLATF, = 1e33 SPACING • 24 . 0 in. o'.• c-. REPETITIVE STRESSES SED ""' "" NO. OF MEMBERS BOTH END VERTICALS ARE NOT EXPOSER. fit„; y,••' �� "� �° WEB 7-9 BRACED at 1/2 POINTS AS 6HOWN•ABOVE �t.�• i` WEB 3-1 BRACED at 1/3 POINTS AS 1H&N:AtV9 '•� • '•� .'yr !� lri, Note:Use 1x4 or 20 Cont.Bracing*gAnn!V/2-8d•rlaA is bt T b�ae a of•same size and grade as web corm. todnar,ow face,' �90d, a1 is 6 'iri t cg. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.16E FT,9LDG. CAT. I,EXP. CAT. C,10(5+5) PSfM L,R2.;Q q,t RO OCEANLINE(ASCE7.,,93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) '.. Ws . �'' t � �a"l PLATE MUST BE INSTALLED ON gA FACF OJ J0.INT�SYM%TRICALLYCEXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN'SPECS tSBC'ANSI,/dPL'Y5 "v• �%r THIS DESIGN IS FOR TRUSS FABR?CATION ONbY.FOR PERMANENf MI 1j1PGf�AS2O•BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCH,ILECT,Ok.,EGINEER: = ••••• • • • • • • ^, ; '' ?nom•' ••• ••••• • • ••• •••• 1$ •� `t� ��f} y�l ===««p?CES-32 Ver. 1 . 1>>>>===:=== [ 038314 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 61 . 18 Hand jig»'» : 64 .40 Hand assembly»» : 52 . 44 Comp cut • 28 . 98 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 11 : 59 :24 2000 Project # : OA65 Truss ID T1B Family # special Span 25-10-8 Quantity 6 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-359 7-8=-1377 8-9= 0 3-1=-2523 6-10= 429 1=-1519 7.25 2-3= 0 9-10= 780 3-12= 112 6-9=-821 8=-1409 2.50 3-4=-1902 10-11= 1755 3-11=-567 7-9= 1197 4-5=-1183 11-12= 2268 4-11= 357 5-6=-1183 12-1= 2268 4-10=-889 6-7=-843 5-10= 408 PROVIDE FOR 727 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 640 LBS UPLIFT AT JOINT 8 (0.45) PROVIDE FOR 258 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;5-6=3x6; BOTT CHORD SPLICES:9-10=3x6;10-11=3x6; r1-0 5-8-3 11-4-5 17-0-8 22-6 25-10-8 5-8-3 5-8-3 5-8-3 5-5-8 3-4-8 4x5 5 3x4 3x4 4 6 3x4 7 3x8 3 2 2, 3x 3x 3x4 8 6x10 3x4 5-8-3 11-4-5 17-0-8 22-6 25-10-8 5-8-3 5-8-3 5-8-3 5-5-8 3-4-8 L. HL TO PK: 18-5-9 R. HL TO PK : 9-6-13 LEFT HEIGHT: 0-7-10 SPAN: 25-10-8 RISE : 7-8-13 RIGHT HEIGHT:4-0-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 741 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 11-12=0 . 572 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 <0OT5f360 WEBS :2X4 No. 3 19 SP ---------------------------- ---- STR. INC. • LUMB = 1 . 13 PLATE 's 1.33 SPACING • 24 . 0 in. rc;*d'"'"" v`y REPETITIVE STRESSES VSED "' 0.000 0••0 NO. OF MEMBERS = 1 ,'�; x fkE, # w" BOTH END VERTICALS ARE NOT EXPOSED. x � ' • ••• • • av,#' �. tom'. WEB 3-1 BRACED at 1/2 POINTS AS SRQWN•ABOVE • . . • • • • `+ �d Note:Use 1x4 or 2x3 Cont.Bracing;cQnr�'w:2-$d0rlailsbr T-braeeof•same size and grade as web Conn. to narro y�� faoe wyl'Od,nai�l�s"6 in:..0 TRUSS CHECKED FOR 110 MPH WIND, £NOL.BLDG.,WALL*HGT•.•1T.16E•F1;BCDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.06 MIj'FfOJW OCEANLINE(ASCE7 93 PLATES ARE MITEK M20-249,200 MANUTACTUAED FR6R ASTR A 44E1;RD A*GALVANIZED STEEL(EXCEPT AS SHOWN) k, = PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;i"SSBC�'ANSI7TPI 95 a + �` THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL+T`6LDG.'�ARChlTECT;OR ErINEER.', `� • • • 0000 • • • ••• ••• �'' _ � .• "p 0000• • • • • • • .ry ••• ••w•• • • ••• ===««EKES-32 Ver. 1 . 1>>>>====== [ 038315 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut>>>> : 85 . 65 Hand jig»» : 90 . 16 Hand assembly>>>> : 73 .42 Com cut • 40 . 57 Comp asssembly 0 . 00 Customer HG.ENTERPRISES-B Thu Jun 8 11 : 59 : 33 2000 Project # : OA65 Truss ID S7 Family # special Span 32-5 Quantity 6 To Pitch 5/12 Bot pitch 90/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-359 7-8=-2619 10-11= 0 16-17= 3006 3-1=-3344 6-15=-594 9-11= 1645 1=-1879 7.25 2-3= 0 8-9=-1389 11-12= 0 17-1= 3006 3-17= 112 6-14= 298 13-11= 1450 10=-1769 2.50 ?s-4=-2765 9-10=-1731 12-13= 38 3-16=-503 7-14=-293 4-5=-2069 13-14= 2419 4-16= 329 7-13=-45 5-6=-2069 14-15= 2228 4-15=-861 8-13= 1385 6-7=-2414 15-16= 2552 5-15= 1168 8-11=-1625 PROVIDE FOR 904 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 780 LBS UPLIFT AT JOINT 10 (0.44) PROVIDE FOR 90 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) - TOP CHORD SPLICES:3-4=3x6;6-7=3x6; BOTT CHORD SPLICES:15-16=3x6;16-17=3x6; 1-10 5-8-3 11-4-5 17-0-8 X20-9-4 124-5 28-5-8 1 32-5 5-8-3 5-8-3 5-8-3 3-8-12 3-8-12 3-11-8 3-11-8 4x5 5 3x4 3x4 6 3x4 4 3x8 7 3x4 3 6 3x4 9 2 17 16 15 14 1 2-0 1 2x4 3x4 3x8 3x4 6x1 12 11 6x10 2x4 3x8 10 5-8-3 11-4-5 17-0-8 X20-9-4 X24-6 28-5-8 32-5 4x4 5-8-3 5-8-3 5-8-3 3-8-12 3-8-12 3-11-8 3-11-8 L. HL TO PK: 18-5-9 R. HL TO PK : 16-7-14 LEFT HEIGHT: 0-7-10 SPAN: 32-5 RISE : 9-8-13 RIGHT HEIGHT: 3-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER .-'I" , D TOP 3-4=0 . 946 TOP CHORD: 2X4 No.2ND •1-9 S�P �, TOP 30 15 .i3OXT �'G'�T=O"j09 ••0•, BOT CHORD: 2X4 No.2ND719 `SP, BOTT 0 10 , LLiDEFL.f16 0. 17 c• LF360 WEBS : 2X4 No. 3/19,,, SAP :c, - STR. INC. LUMB = 1 . 3'1•PLAT2•= 1•.'330 0.00 SPACING 24 . 0 in;.:".o ''`'ct' REPETITIVE STRESSES USED NO. OF MEMBERS = ly '` CHORD: 12-13 TO BE 2X4 N0.3 19.6Q• .•. ••• •;• ••� ••� � �„ j, ."�� •w;� BOTH END VERTICALS ARE NOT EXP04D: • ••� •�� h • '"`„ V", C9c/„•.. WEB 3-1 BRACED at 1/3 POINTS AS6H0WNsA90VE • •• • • • ( ;k*'r:: ��s�©�� L L3'�'' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d'Aails,•or T-brace d� same size and grade as web conn. to narrow face`w%,10d1'nails 6�tin °°o c� TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE793° a” PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA: FACL dF•:CINT:SYMMITRICALI•YtE)tCEPj•A5•§HOWN)DESIGN CONFORMS W/NDS DESIGN SPECS h SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABR:(!9M QN ON:Y.FOJ PERMANENT AND TBMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER ===««P3CES-32 Ver. 1 . 1>>>>====== [ 038316 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 19 . 55 Hand jig»'» : 28 . 73 Hand assembly>>>> : 12 . 31 Com cut • 6 . 80 Comp asssembly 0 . 00 Cus omer HG.ENTERPRISES-B Thu Jun 8 11 : 59 :45 2000 Project # : OA65 Truss ID S8 Family # special Span 32-5 Quantity 1 To Pitch 5/12 Bot pitch 90/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-333 7-8=-2619 10-11= 0 16-17= 3018 3-1=-3368 6-15= 100 9-11= 1645 1=-1879 7.25 2-3= 0 8-9=-1389 11-12= 0 17-1= 3018 3-17= 98 6-14= 362 13-11= 1450 10=-1769 2.50 7o-4=-2919 9-10=-1731 12-13= 38 3-16=-363 7-14=-447 4-5=-2284 13-14= 2419 4-16= 267 7-13=-24 5-6=-2106 14-15= 2061 4-15=-763 8-13= 1385 6-7=-2235 15-16= 2694 5-15= 486 8-11=-1625 PROVIDE FOR 919 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 794 LBS UPLIFT AT JOINT 10 (0.45) PROVIDE FOR 86 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j4=3,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:6-7=3x6; BOTT CHORD SPLICES:15-16=3x6;16-17=3x6; 1-0 1 5-1-5 1 9-11-4 1 15-4 118-8-15 I 24-6 128-5-8 F 32- 1 5-1-5 4-g-- 4 5-4-12 3-4-15 5-9-1 3-11-8 3-15 1-8 4x5 4x9 S 6 5x6 3x4 4 7 3x8 3x4 3 6 3x4 9 Z 17 16 15 14 1 2-0 1 2x4 3x4 3x8 3x4 6x1 12 11 6x10 2x4 3x8 10 5-1-5 9-11-4 I 15-4 F18-8-15 I 24-6 128-5-8 132-5 ;x4 5-1-5 4-9-14 5-4-12 3-4-15 5-9-1 3-11-8 3-11-8 L. HL TO PK: 16-7-5 R. HL TO PK : 14-9-12 LEFT HEIGHT: 0-7-10 SPAN: 32-5 RISE : 9-0-5 RIGHT HEIGHT:3-3-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER N L D ' . MID .3'� �0�? 8 0.00 TOP CHORD:2X4 No. 2ND_.1,9"°SP'`�•V,� TOP 30 15 ;BOfT 16- 7=0 . 82 • BOT CHORD:2X4 BOTT 0 10 •LL.DEFL.@16rb . 16 c•MZ360 WEBS :2X4 No. 3' ,19�,,,5,'P STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 .'0, o:�,'e REPETITIVE STRESSES USED NO. OF MEMBERS #"J_l* x1 �`'`" ` '� '" x� , � to ! x r CHORD: 12-13 TO BE 2X4 No.3 19 P• • • • • • • • • • .,,,ns `` `, 1 I�<. BOTH END VERTICALS ARE NOT EXPOSED• • • • •• • • • « a a�r[�t° 'I�i' ti, i •• • • .` ff'r WEB 3-1 BRACED at 1/2 POINTS AS SHOWN ABOVE •• ,..�,y�u? r Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face`w/10d na.vls 6` ind-o TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7�,93a"" PLATES ARE MITEK M20-249,2 9ANUFIIC11Jt:d FROM ASIM A 444GRD1► JIfL11AJIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA:-F": OF :01NT•SYMMETRI CAL 0((EXOEP4 AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 F THIS DESIGN IS FOR TRUSS FABR#CATI@N ONYY.FO1 1P*R1ANENT AD T*PORM.BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. 000 0.000 1 0 •00 •••• ' ===a«<ACES-32 Ver. 1 . 1>>>>====== [ 038317 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 20 . 03 Hand jig>>» : 29 .44 Hand assembly>>>> : 12 . 62 Com cut • 6 . 97 Comp asssembly 0 . 00 Cus omer : HG.ENTERPRISES-B Thu Jun 8 11 : 59 : 56 2000 Project # : OA65 Truss ID S9 Family # special Span : 32-5 Quantity 1 To Pitch 5/12 Bo� pitch 90/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-303 7-8=-2409 11-12= 0 17-18= 2791 3-1=-3384 6-17=-135 9-14= 1385 1=-1879 7.25 2-3= 0 8-9=-2619 12-13= 0 18-19= 3017 3-19= 87 6-16=-219 9-12=-1625 11=-1769 2.50 3,4=-3024 9-10=-1389 13-14= 38 19-1= 3017 3-18=-252 7-16= 346 10-12= 1645 4-5=-2530 10-11=-1731 14-15= 2419 4-18= 200 7-15= 304 14-12= 1450 5-6=-2333 15-16= 2221 4-17=-618 8-15=-302 6-7=-2405 16-17= 2405 5-17= 612 8-14=-44 PROVIDE FOR 914 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 789 LBS UPLIFT AT JOINT 11 (0.45) PROVIDE FOR 80 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j17=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;8-9=3x6; BOTT CHORD SPLICES:18-19=3x6; 1-0 1 1 4-5-5 1 8-10-11 113-4 117-0-8 1�0-8-15 X24-6 1 28-5-8 1 32-5 1 4-5-5 4-5-5 4-5-5 3-8-7 3-8-7 3-9-1 3-11-8 3-11-8 4x5 3x4 4x9 5 6 3x4 7 3x4 4 3x4 6 3x8 9 3 3x4 10 2 Ivi 19 16 17 16 15 1 2-0 1 2x4 3x4 5x8 3x4 3x4 6x!rg 13 14 6x10 2x4 3x8 tt 1 4-5-5 15-10-11 1 13-4 117-0-8 120-8-15 124-6 1 28-5-8 1 32-5 ;x4 4-5-5 4-5-5 4-5-5 3-8-7 3-8-7 3-9-1 3-11-8 3-11-8 L. HL TO PK: 14-5-5 R. HL TO PK : 12-7-12 LEFT HEIGHT: 0-7-10 SPAN: 32-5 RISE : 8-2-5 RIGHT HEIGHT: 3,-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBERU' ` 1� � v L D .TQB.. .3-*4F0.5.96•• •••• TOP CHORD:2X4 No. 2ND'� 19-SP••. TOP 30 15 BOT'P 18--19,'=O . 65-1 : BOT CHORD:2X4 No. 2ND.•19 ,SP BOTT 0 10 Z!13:50 WEBS :2X4 No.,3y 1'95S•P"1 ••'" � -_________-___-___-___-_-__-_-_____==1 1 -==�iF===ssatC==d3i•.________________==o=====qy,✓===i"9=<J�t =iiv---- 1;j STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in- oj. c ., ► �<i REPETITIVE STRESSES USED NO. OF MEMBERS =/1 Qa � y 'g1ja CHORD: 13-14 TO BE 2X4 No.3 19 SP • • • ' ' ' ' • • • • y' a '.;•i BOTH END VERTICALS ARE NOT EXPOSED.* • • • • •• • • " ' • �• �� ` ' WEB 3-1 BRACED at 1/2 POINTS AS SH004 IABNE! ••• :• ••• ••• ��`' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narrow face w/1Od'naiL's'6'"'1 �•�-1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI.FROM OCEANLINE(ASCE'7M PLATES ARE MITEK M20-249,200 MANUJcACTUREQ"QM ASTM A•446 6RD-P 6ALVPRf2E.D STEEL(EXCEPT AS SHOWN) T�f PLATE MUST BE INSTALLED ON EA. F JOIN,SYOETRItALLY(EICEPT:AS.SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95.�" �=' t THIS DESIGN IS FOR TRUSS FABRICA�ON ONLY.FaR PEfMANaT AND :EMPOQARY'AIZA.CING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENG�I�NEER. ... ..... . . ... .... ===<,«<ACES-32 Ver. 1 . 1>>>>====== [ 038318 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut»» : 19 .43 Hand -j ig>:» : 28 . 55 Hand assemblyy»» : 12 . 24 Com cut • 6 . 76 Comp asssembly 0 . 00 Cus?omer : HG.ENTERPRISES-B Thu Jun 8 12 : 00 : 09 2000 Project # : OA65 Truss ID S10 Family # special Span 32-5 Quantity 1 To Pitch 5/12 Bo? pitch 90/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-292 7-8=-2762 12-13= 0 18-1= 2971 3-1=-3340 6-16= 41 10-13=-1625 1=-1879 7.25 2-3= 0 8-9=-2636 13-14= 0 3-18=-82 7-16=-401 11-13= 1645 12=-1769 2.50 3-4=-3155 9-10=-2619 14-15= 38 4-18= 210 8-16= 653 15-13= 1450 4-5=-2622 10-11=-1389 15-16= 2331 4-17=-527 8-15= 276 5-6=-2614 11-12=-1731 16-17= 2735 5-17= 1749 9-15=-278 6-7=-2762 17-18= 2810 6-17=-1311 10-15= 1385 PROVIDE FOR 907 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 783 LBS UPLIFT AT JOINT 12 (0.44) PROVIDE FOR 78 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6;9-10=3x6; BOTT CHORD SPLICES:15-16=3x6;17-18=3x6; 1-0 4- -5 8-4-11 13 10 8-5-8 3 -5 4-2-5 4-2-5 4-2-5 1- 4-5-7 4 3-11-8 3-11-8 4x5 4x5 2x4 4x5 s 2x4 3x4 6 � 6 e 4 3x4 3x6 to 3 3x4 11 2 18 17 16 1 2-0 t 3x4 3x8 3x8 6x1 14 13 6x10 2x4 3x8 12 6-3 12-7 18-3-8 24-6 28-5-8 32-5 3x4 6 3-11-8 3-11-8 L. HL TO PK: 13-7-9 R. HL TO PK : 10-5-12 LEFT HEIGHT: 0-7-10 SPAN: 32-5 RISE : 7-10-9 RIGHT HEIGHT: 3-3-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER•• "-";°`' , „ TOP 30 1D5 BOTT 13-4=0 . 5��••• •••• TOP CHORD:2X4 No.�2ND�1°9��SP�•-�, BOTT 0 10 LL.Dr'F L. � WEB CHORD: 2X4 No ' 0 . 1�• < Lb/3�0 WEBS : 2X4 No. 3' ,,t119i�•SPp STR INC. : LUMB = 1 . 33 ;PL +TE 33;... • SPACING • 24 . 0 ,i n,, o c REPETITIVE STRESSES USn NO. OF MEMBERS CHORD: 14-15 TO BE 2X4 No.3 19 SP •' ••' • • • ••• • v t, iAxr iC BOTH END VERTICALS ARE NOT EXPOSED. • • • • • • • WEB 3-1 BRACED at 112 POINTS AS SHOWN;ACC ; • '•: . • •• • • 'y'�` c(M1/J(v^`'V T" '`< Note:Use 1x4 or 2x3 Cont.Bracing conmigb2-189 nail, di T V'Face,Pf same size and grade as web conn. to nar{`ow,face w/10d nails.6 in:to.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BCDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2:00*MI FROM OCEANL'INE(ASCE7r93�j6r 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 JOIV;,S•YMMF•TRICALLY(WCERT.AS SHOWM)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATI* ON;Y.FOR- PERPMNENI:AND TEOPORA$Y'�3RACNG(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. >Y c • • • •• •• ===««ACES-32 Ver. 1 . 1>>>>====== [ 038319 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 17 . 86 Hand j ig»» : 26 . 25 Hand assembly»» : 11 . 25 Com cut • 6 . 22 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 00 :20 2000 Project # : OA65 Truss ID S11 Family # special Span 32-5 Quantity 1 To Pitch 5/12 Bot pitch 90/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-292 7-8=-2436 11-12= 0 17-1= 2970 3-1=-3339 6-15=-232 10-12= 1643 1=-1879 7.25 2-3= 0 8-9=-2626 12-13= 0 3-17=-83 7-15= 283 14-12= 1439 11=-1769 2.50 Z--4=-3154 9-10=-1381 13-14= 39 4-17= 208 7-14=-996 4-5=-2622 10-11=-1731 14-15= 3159 4-16=-528 8-14= 642 5-6=-2619 15-16= 3326 5-16= 1673 9-14= 1389 6-7=-3159 16-17= 2811 6-16=-1486 9-12=-1619 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 781 LBS UPLIFT AT JOINT 11 (0.44) PROVIDE FOR 77 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6;8-9=3x6; BOTT CHORD SPLICES:15-16=3x6;16-17=3x6; 1-0 1 1 4-2-5 1 8-4-11 12-7 115-10 120-2 1 24-8-15 128-6 1 32-5 I 4-2-5 4-2-5 4-2-5 3-3 4-4 4-6-15 3-9-1 3-11 4x5 '3x4 S 4x5 3x4 4x5 4 6 7 8 3x4 3x6 9 3 3x4 10 2 17 16 15 1 2-0 I 1 3x4 3x8 3x4 6x1 13 12 6x10 2x4 3x8 11 1 6-3-8 1 12-7 1 20-2 1 24-6 1 28-6 1_32-5 4x4 6-3-8 6-3-8 7-7 4-4 4-0 3-11 L. HL TO PK: 13-7-9 R. HL TO PK : 8-3-12 LEFT HEIGHT: 0-7-10 SPAN:32-5 RISE: 7-10-9 RIGHT HEIGHT:3-3-15 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES ' MINIMUM GRADE OF LUMBER• `... L D TOP 6-7=0 . 595 TOP CHORD:2X4 No.2ND 19a4SP BOTT010 LI,j.MFL A16G= . /310 v _ SP" ,. TOP 30 15 BOTT 15-160 •• BOT CH RD 4 No. - < WEBS .2X4 No •3y 9,.;8p STR. INC. : LUMB = 1 . 33 :PLATE 0=•x•. 3-3 •...: SPACING 24 . 0 in1 0.� C. REPETITIVE STRESSES USED NO. OF MEMBERS y``c #"A CHORD: 13-14 TO BE 2X4 No.3 19 SP BOTH END VERTICALS ARE NOT EXPOSED. • . • • • • • • • • • ;: d e WEB 3-1 BRACED at 1/2 POINTS AS SHOW1 ADOVE • • • • ��" "�; -' ;��°�''�' Note:Use 1x4 or 2x3 Cont.Bracing conn.wl2-46d9nai lj,,Cr T;LTrace.c>,f sarge size and grade as web conn. to narrow:*face w 1,Od nails 6 in acts TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,SJALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M11 ALL 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 SYM%TRIC4LLY(EXCERJ.AS S"M)DESIGN CONFORMS W/NDS DESIGN SPECS,;,SSBC ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICA*CICN ONCY A81 PERMANENT AND TEMPORJYCBRACENG(WHICH IS ALWAYS REOD)CONSULT BLDG4� RCHITECT OR ENGINEER., 0000• • • •• •• • • • • 00• 0000 ••e 00000 • • ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038320 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut»» : 19 . 07 Hand j ig»» : 28 . 02 Hand assembly»» : 12 . 01 Com cut • 6 . 64 Comp asssembly 0 . 00 Customer HG. ENTERPRISES-B Thu Jun 8 12 : 00 :31 2000 Project # : OA65 Truss ID S12 Family # special Span 32-5 Quantity 1 To Pitch 5/12 Bo? pitch 90/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-345 7-8=-3790 11-12= 0 17-18= 2912 3-1=-3357 6-17=-1737 9-14= 2905 1=-1879 7.25 2-3= 0 8-9=-3035 12-13= 0 18-19= 3013 3-19= 106 6-16=-292 9-12=-2197 11=-1769 2.50 -4= 2827 9-10= 1634 13 14= 21 19-1= 3013 3 18= 449 7-16= 504 10-12= 1725 4-5=-2607 10-11=-1713 14-15= 3077 4-18= 685 7-15=-660 14-12= 2084 5-6=-3155 15-16= 3790 5-18=-504 8-15= 1019 6-7=-4143 16-17= 4143 5-17= 1296 8-14=-980 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 781 LBS UPLIFT AT JOINT 11 (0.44) PROVIDE FOR 72 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j7=3,31,[j9=6,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6; BOTT CHORD SPLICES:15-16=3x6;18-19=3x6; 1-0 F 5-4-8 10-9 X14-5 X17-10 X21-2 X24-6 218 32-5 5-4-8 5-4-8 3-8 3-5 3-4 3-4 2-2-15 5-8-1 4x5 4x9 4 5 4x5 5x6 3x4 6x12 3x8 8 7 6 9 3 3x4 10 .: 7z 19 16 17 16 15 1 2-0 1 2x4 3x8 3x4 3x4 3x4 6x1 D - 13 12 6x10 2x4 3x10 11 5-4-8 } 10-9 i14-5 X17-10 X21-2 X24-6 7y6-8-1; 32-5 3x4 5-4-8 5-4-8 3-8 3-5 3-4 3-4 2-2-15 5-8-1 L. HL TO PK: 11-7-12 R. HL TO PK : 6-1-12 LEFT HEIGHT: 0-7-10 SPAN: 32-5 RISE: 7-1-6 RIGHT HEIGHT:3„3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBERi�� r` L D TO 4 � • 3- �p .969... •••• TOP CHORD: 2X4 No: 2ND�1�9.•BP•�•••, TOP 30 15 BC3�'�:i6 1730 . 82FS a BOT CHORD: 2X4 No'.`2ND 1'9 ,.SPE ....� BOTT 0 10 LI:.D�FL.@1 =0 . 2$ < Ij/3t�0 WEBS : 2X4 No. 3°- 19.°. SPA°' „R, ,' a STR. INC. : LUMB = 1 . 33 13f!"`I'E = 1 . 33 SPACING . 24 . 0 'c. REPETITIVE STRESSES USED NO. OF MEMBERS = '1 ®.�4, • ••• CHORD: 13-14 TO BE 2X4 No.3 19 SP . • • • • • • • ' ' ' 11 %: ''( ” BOTH END VERTICALS ARE NOT EXPOSED. WEB 3-1. 9-12 BRACED at 1/2 POINTS A3 pOWN•ABOVE ' Note:Use 1x4 or 20 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow fa a w/10d'nails 6 1n.E•o.c . TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 PLATES ARE MITEK M20-249,200 MANUFACTURED fJQ?J AS);M A 446 GfiD A96ALVANMED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. Ad OF AOINTSYMMETRICgLLY(EX(ZPT * CHOWNIDESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATI(X t16*Y.FOi PERMANENT- AND TE+IPORAJY BRACLNG(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===e«<ACES-32 Ver. 1 . 1>>>>====== [ 038328 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 4 . 19 Hand ,j ig>:» : 4 .46 Hand assembly»» : 3 . 34 Com cut • 1 . 85 Comp asssembly 0 . 00 CMomer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 :42 2000 Project # : OA65 Truss ID PIG-G2 Family # 101 Span : 3-3-6 Quantity 4 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-200 3-4= 181 2-4= 31 1=-291 2.50 2-3=-200 4-1= 181 3=-291 2.50 PROVIDE FOR 245 LBS UPLIFT AT JOINT 1 (0.84) PROVIDE FOR 245 LBS UPLIFT AT JOINT 3 (0.84) PROVIDE FOR 10 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 - 1 -5 , 1 -7- 11 , 3-3-6 , 1 - 1 -5 1 -7- 11 1 -7- 11 4x5 2 3x4 3x4 1 3 4 2x4 1 -7- 11 , 3-3 1 -7- 11 1 -7- 11 L. HL TO PK: 1-9-5 R. HL TO PK : 1-9-5 LEFT HEIGHT: 0-4-1 SPAN: 3-3-6 RISE: 1-0-4 RIGHT HEIGHT: 0-4-1 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3-0 . 038 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 042 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@4=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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 THIS IS A PIGGY-BACK TRUSS,SEE STANDARD DETAIL FOR CONNECTIONS AND §WJ NG PLATES ARE MITEK M20-249,200 MANU*C1CWboFf10M•QSf�1.A•44E•G* *A•GAIVANI£ED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF J04NT,SYMMETIICALLIMXCEPT A$.V:WN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,'ANSI/TPI-s95 °., THIS DESIGN IS FOR TRUSS FABRICATION;ONLY;FOR DERMAMENT AND TEMPORA%Y•PgACING(WHICH IS ALWAYS REQD)CONSULT BLDG kRCHI,T,ECT>OR,ENGINE'ER'. / �'' :�'d.��••'., .� v� ,,=� fie, s _ ,fir �•`�t ===<«<ACES-32 Ver. 1 . 1>>>>===_== [ 038329 ] ======<<<<BEST.TRUSS . CO. >>>>========= Hand cut>>>> : 3 . 50 Hand jig>>>> : 5 . 14 Hand assembly>>>> : 2 . 20 Com cut • 1 . 22 Comp asssembly 0 . 00 Cusomer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 :45 2000 Project # : OA65 Truss ID T10A Family # 101 Span : 5-11 Quantity 1 Top Pitch 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 30 5-6= 0 2-6= 181 2=-358 2.50 2-3=-160 6-1= 0 3-6=-148 4=-358 2.50 3-4=-160 4-6= 181 4:5= 30 PROVIDE FOR 214 LBS UPLIFT AT JOINT 2 (0.60) PROVIDE FOR 214 LBS UPLIFT AT JOINT 4 (0.60) PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,3),[j4=3,31,(SYMMETRIC PLATING TURNED ON) &:3-8 2-11 -8 5-11 OF-3-8 2-11 -8 2-11 -8 4x5 3 5x6 5x6 4 6 1 5 3x8 2x4 2-11 -8 5-11 ?x4 2-11 -8 2-11 -8 L. HL TO PK: 3-2-7 R. HL TO PK : 3-2-7 LEFT HEIGHT:2-3-10 SPAN: 5-11 RISE: 3-6-7 RIGHT HEIGHT:2-3-10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 202 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-1=0 . 033 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=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 • ••• •e••• ••••� NO. OF MEMBERS = 1 BOTH END VERTICALS ARE NOT EXPOSED. e• e••e• ''� }i� " 'Y 4 .`' TRUSS CHECKED FOR 110 MPH WIND, ENCL•BLDGt,WALt•H•GJ?11.Zlk FT,BLDG•ZJ. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MIfFROM.00ERNLI,NE(ASCE7",=93 PLATES ARE MITEK M20-249,200 MANUFACTLYR1=D FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN/ SSBC,ANSt74'PI-95 , " THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERM NEN D TEMPORAPUY BRACING(WHICH IS ALWAYS REQD)CONSUR-4 BLDG:AREH'ITECT OR ENGIN&ER� '' • e 9 I.9N Yk R ; CT ��y'TTM •t-i � �wi a4•_"•,ti•4 fir` ��°'. ===<<<<ACES-32 Ver. 1 . 1»»====== [ 038331 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 1 . 72 Hand ,j ig>y» : 2 . 28 Hand assembly»» : 1 . 37 Com cut • 0 . 76 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 : 52 2000 Project # : OA65 Truss ID J3C Family # 205 Span : 3-0 Quantity 2 Top Pitch 5/12 ==B ld(8/11/1998),v1.1==========================-======================================= FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-253 7.25 2-3= 0 3=-26 2.50 2=-117 1.50 PROVIDE FOR 190 LBS UPLIFT AT JOINT 1 (0.75) PROVIDE FOR 126 LBS UPLIFT AT JOINT 2 (1.08) PROVIDE FOR 115 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) r —0 ' 3-0 3-0 z 3x4 1 3 3-0 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-6-3 SPAN: 3-0 RISE : 1-9-3 RIGHT HEIGHT: 1-9-3 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 165 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 034 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. 11.16 FT,BL DG.,;tJ. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED:FRbM•A%*fAI•A 7.4E G*RI A GA6VANILIED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE SF JO MT,SYMMETRICALLY•(tXCEPT aS,.S9dWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION:ONLY:FOR RERMAENT AND TEMPORnY.5CACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. • • • • go:• • • y �t r�{ '� �••' • •• • • • • e 6a#at . �h tt��501 jti , • • • • ••• :• • ••• 'r`CFA�'. ALiJ gk ,�'�!• .. V..X ••••• • • • • • • ••• p ,�/�.•� . qJ I === <<<A+CES-32 Ver. 1 . 1>>>>====== [ 038333 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 1 . 72 Hand j ig»•>> : 1 . 97 Hand assembly»» : 1 . 37 Com� cut • 0 . 76 Comp asssembly 0 . 00 Cus omer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 04 2000 Project # : OA65 Truss ID J1A Family # 205 Span : 1-0 Quantity 3 Top Pitch 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1=2=-142 4-1= 0 2-4= 0 1= 149 7.25 2-3= 0 4=-7 7.25 3-4= 0 3=-32 1.50 PROVIDE FOR 140 LBS UPLIFT AT JOINT 1 (0.94) PROVIDE FOR 14 LBS UPLIFT AT JOINT 4 (2.02) PROVIDE FOR 31 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 42 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 -0 , 1 -0 0 6x10 3 2 4 -0 4 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-7-10 SPAN: 1-0 RISE : 1-0-10 RIGHT HEIGHT: 1-0-10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 021 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 002 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 = 1 • ••�� ••. •••�• ••.•� NO. OF MEMBERS • • TRUSS CHECKED FOR 110 MPH WIND, ENCL:3LDG.'y,WALL HGT: 11.16G•FT,BLDG!BRP. 1,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED4FROM#AS J-A 44&.Pgq/1 GAL'WVaD STEEL(EXCEPT AS SHOWN) „ PLATE MUST BE INSTALLED ON EA. FACE OF•Jd1�IT,SYM�I TRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS„ISSBC,ANSI/TPIt95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,BL'DGkARCH.I_TECT-OR ENGINEER. • • • • • ••• • • • • • -per .b�.`jQ`r1d 4r� /, 1,ti ,=� F YR • • •• • OC2 e.�� it � .. 000 • • • •••• • • • • • • `7Dif .•••. • . . . . . .•. �� .>;tir. • 000 ..... . 0 000 .... ===<,«<ACES-32 Ver. 1 . 1>>>>====== [ 038334 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 0 . 84 Hand �jig>9>> : 1 . 24 Hand assembly»» : 0 . 53 Com cut • 0 . 29 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 06 2000 Project # : OA65 Truss ID J1X Family # 205 Span : 1-0 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-289 4-1= 0 2-4= 0 1=-296 7.25 2-3= 0 4=-7 7.25 3-4= 0 3=-32 1.50 PROVIDE FOR 327 LBS UPLIFT AT JOINT 1 (1.11) PROVIDE FOR 14 LBS UPLIFT AT JOINT 4 (2.02) PROVIDE FOR 31 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 42 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) ,2-4 1 -0� 1 -0 3 6x10 2 4 3x4 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-7-10 SPAN: 1-0 RISE : 1-0-10 RIGHT HEIGHT: 1-0-10 ---------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 021 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 002 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS : 2X4 No. 3 19 SP 1 . 33 PLATE 1 . 33 SPACING : 24 0 in. o. c.—,,., STR. INC. : LUMB - _ REPETITIVE STRESSES USED � `" NO. OF MEMBER = 1 .... ... ...�. •...� 4 z`'•. TRUSS CHECKED FOR 110 MPH WIND ENCL.-BLDG• WALL HGT• 11.166•FT BLDGOI C Al ►. I EXP. CAT. C,10(5+5) PSF DL 2.00 MI,EkOM OCEANL,INE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFAC�,IRED-FROM MIST *A 444.GJ4.A GAL'�UJED STEEL(EXCEPT AS SHOWN) J PLATE MUST BE INSTALLED ON EA. FACE OF �Q1IJTSYh1�IRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN,SPECi' tSBC,ANS�WyT -45 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT IBLDG•ARCHI4ECT,OR ENGBNEERIV • • • • • •• • • • � .�f�� ` pis/�tis y �, ===c«<F?CES-32 Ver. 1 . 1»»====== [ 038335 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 1 . 57 Hand ,jig»» : 2 . 31 Hand assembly»» : 0 . 99 Com cut • 0 . 55 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 09 2000 Project # : OA65 Truss ID J3X Family # 205 Span 3-0 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE T-2=-380 4-1= 0 2-4= 0 1=-408 7.25 2-3= 0 4=-28 2.50 3-4= 0 3=-124 1.50 PROVIDE FOR 380 LBS UPLIFT AT JOINT 1 (0.93) PROVIDE FOR 1 LBS UPLIFT AT JOINT 4 (0.02) PROVIDE FOR 119 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 107 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[12=3,21,(SYMMETRIC PLATING TURNED ON) ,2-4 3-0 , 3-0 ' 3 6x10 2 1 4 3x4 3-0 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-7-10 SPAN: 3-0 RISE: 1-10-10 RIGHT HEIGHT: 1-10-10 ------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 173 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 034 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 STRE99E:6 UR1E% ---:' ••• NO. OF MEMBERS = -, TRUSS CHECKED FOR 110 MP4 WIND*. ENU.BLDG.,WALL 1 HGT. 11166 fT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2?00'MI,FR„OM�OCEANL•I-NE(ASCE7-93 PLATES ARE MITEK M20-249,2E041ANUFACTLTRI=D FRdVJt M A 449•G•Rt A GALVANIZED STEEL(EXCEPT AS SHOWN) f ;_I PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES IGN�SPECS;�d�SS13C,,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULTi;BLDG-Ak64i TECT OR ENGINEER:."k • • ••• •• •• • ,M,�a ,yr r ,.^�/•� EE d r ti aM1 1�'44�i:`, ==='<<<<FOCES-32 Ver. 1 . 1>>>>====== 1 038336 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 2 . 53 Hand, jig>5>> : 3 . 72 Hand assembly>>>> : 1 . 60 Com cut • 0 . 88 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 11 2000 Project # : OA65 Truss ID J5X Family # 205 Span : 5-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE -2= 470 4-1= 0 2-4= 0 1=-518 7.25 2-3= 0 4=-48 2.50 3-4= 0 3=-214 1.50 PROVIDE FOR 429 LBS UPLIFT AT JOINT 1 (0.83) PROVIDE FOR 206 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 176 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) ,2-4 i 5-0 5-0 3 6X10 2 1 4 3x4 5-0 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-7-10 SPAN: 5-0 RISE:2-8-10 RIGHT HEIGHT:2-8-10 ------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 .482 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 103 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 0 0000 • TRUSS CHECKED FOR 110 M WING ENCL.BLD •••• • 46 G.,WALL•HGT. 11'.1§4::T BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEAN L I NE(ASCE7-93 PLATES ARE MITEK M20-249,'00 *NUFA�TUR* FR061 ASTM A 44 GR) A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON•LR.•FACE OP•JOINT,SIARftRICALt?MCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC§,%SSBC,ANSI/TPI-95 . THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON SULf"BLDG"ARCHITECT OR ENGINEER.' • • • • aj\. • • • • • •• • • •• • • �=`ie arY4 • • • • • �• • • • vcy ta.3-�i+� I{yam. '+ ,sr� • ••• ••• .s + ,�� lI ===<'«<ACES-32 Ver. 1 . 1>>>>====== [ 038337 ] ______««BEST.TRUSS . CO. »»_________ Hand cut»» : 6 . 45 Hand- j ig>5» : 6 . 50 Hand assemblyy»» : 5 . 93 Com cut • 3 . 28 Comp asssembly 0 . 00 Cus omer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 14 2000 Project # : OA65 Truss ID M1 Family # 205 Span : 3-0 Quantity 8 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-253 7.25 2-3= 0 3=-26 2.50 2=-117 1.50 PROVIDE FOR 187 LBS UPLIFT AT JOINT 1 (0.74) PROVIDE FOR 129 LBS UPLIFT AT JOINT 2 (1.10) PROVIDE FOR 121 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11 -0 3-0 3-0 2 3x4 1 3 2X3 WEDGE 3-0 3-0 L. HL TO PK:3-3 LEFT HEIGHT: 0-7 SPAN:3-0 RISE: 1-10 RIGHT HEIGHT: 1-10 -----------------------------------------------------------_--------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 185 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 034 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 WtW ENC.L!eCD•G.•,wA1*CGf.•1ti.'IS9••FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,:!00 ;ANUFACTURE4) FROM ASTM A 4Y.¢ V A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED C$ EA;FACE•OF .C)INT,&METRICAiLLY(E4(CEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPAI-95 THIS DESIGN IS FOR TRUSS FAeIlICATION•Ct1LY.FOR0159 M'ANENT APPrEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG,ARCHITECT OR�ENGINEER. • • • •••• • • • ••• ••• J k �4y. of so ••• ••••• • • ===<,«<AYCES-32 Ver. 1 . 1>>>>====== [ 038339 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 .43 Hand j ig»» : 3 . 94 Hand assembly»» : 2 . 74 Com cut • 1 . 51 Comp asssembly 0 . 00 Cusfomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 :27 2000 Project # : OA65 Truss ID J3 Family # 205 Span : 3-0 Quantity 3 Top Pitch 5/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 5-2=-232 4-1= 0 2-4= 0 1=-259 7.25 2-3= 0 4=-27 7.25 3-4= 0 3=-122 1.50 PROVIDE FOR 191 LBS UPLIFT AT JOINT 1 (0.74) PROVIDE FOR 1 LBS UPLIFT AT JOINT 4 (0.04) PROVIDE FOR 118 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 107 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 -0 3-0 3-0 3 6x10 2 Fh 1 4 3-0 x4 3-0 L. HL TO PK: 3-3 LEFT HEIGHT: 0-7-10 SPAN: 3-0 RISE: 1-10-10 RIGHT HEIGHT: 1-10-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 192 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 034 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 STRE95E:6 Ur9LD• e e NO. OF MEMBERS = 1 - e • • • •e••e is �i k, T TRUSS CHECKED FOR 110 MPIC WIND: ENU.BLDI:,WA. •L HGT. 11-.166 IFT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00'MI%FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,29O 41ANUFACTOIfED FROT409 N A 440M A GALVANIZED STEEL(EXCEPT AS SHOWN) Q, PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS; SSBC ANSI/TPI'-A5" THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUCT BLDG ARCHITECT OR ENGINEER, • • • • • • •• • •• • • �> N • •• • • • 00 0 • • • ••e• • • • ••• ••• - ` ••ee• • • • • • • . ^� nd •• •• 0000• • D ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038340 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 .43 Hand, j ig>'»> : 4 . 56 Hand assembly»» : 2 . 74 Com cut • 1 . 51 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 :29 2000 Project # : OA65 Truss ID J5 Family # 205 Span : 5-0 Quantity 2 Top Pitch 5/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-322 4-1= 0 2-4= 0 1=-369 7.25 2-3= 0 4=-47 7.25 3-4= 0 3=-212 1.50 PROVIDE FOR 240 LBS UPLIFT AT JOINT 1 (0.65) PROVIDE FOR 205 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 176 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 1 -0 5-0 5-0 3 6X10 2 1 4 5-0 4x4 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-7-10 SPAN: 5-0 RISE :2-8-10 RIGHT HEIGHT:2-8-10 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 482 TOP CHORD: 2X4 No . 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 103 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.,WAL�-HGT. 1?.•1§4iT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI-FROM`OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 ONUFACTURI1 FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON•L')t•FACE OP0JOINT,*s1A&rRICAft XCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS,,'�'SSB6;ANS14*TPI'95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT-BLDG,ARCHI�TECVOR(ENGINEER. t — , ••••• • • • • • • .. .. see 0,0 ••• G_G� 000 ••••• . . •••• O fi� ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038342 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 5 . 85 Hand- jig>'»> : 6 . 16 Hand assembly»» : 5 . 02 Com cut • 2 . 77 Comp asssembly 0 . 00 Cusfomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 36 2000 Project # : OA65 Truss ID M5 Family # 205 Span : 4-2-10 Quantity 6 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE y-2= 0 3-1= 0 1=-320 7.25 2-3= 0 3=-38 2.50 2=-172 1.50 PROVIDE FOR 221 LBS UPLIFT AT JOINT 1 (0.69) PROVIDE FOR 178 LBS UPLIFT AT JOINT 2 (1.04) PROVIDE FOR 158 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) i1 _0 i 4-2-10 4-2-10 2 3x4 i 3 4-2-10 4-2-10 L. HL TO PK:4-6-14 LEFT HEIGHT: 0-6-3 SPAN:4-2-10 RISE:2-3-5 RIGHT HEIGHT:2-3-5 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 341 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 072 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 NPH MIND• PNC�!&41)i.*WAtt*VT.•11.1a6•IT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,00 M4NUFACTUREO FROM ASTM A 4%§.CCa A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED OV EA.;FACE.OF JDINT,OMMETRICALLY(EVCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FADWEATIONOM&Y.FOR•PQItb1ANENT AW TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT-OR ENGINEER. • • • • • • • • • • • -� ;•JZy��r• • • • • • •• • • • � tam� �,� is .r • • •• • •• • ' p1-q • ••• ••• i�L,, ' �� L 00000 . .. .. • • • �Li i '4 -===««ACES-32 Ver. 1 . 1>>>>====== [ 038343 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 0 . 84 Hand- jig>'»> : 1 .24 Hand assembly»» : 0 . 53 Com cut • 0 . 29 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 38 2000 Project # : OA65 Truss ID V2-0 Family # 201 Span : 2-8-1 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998) NOTES : 1 -Usable studs spaced at 72 inches o. c . 2 -Brace vertical studs in accordance with standard gable end detail 3 -Continuous bearing provided alon entire bottom cFiord 4 -Provide 1X4 plates at each end of gable stud unless otherwise noted (S„MMETRIC PLATING TURNED ON) 2-8- 1 2-8- 1 3X4 2x4 2 3 2-8- 1 �X4 2-8- 1 L. HL TO PK: 2-10-12 LEFT HEIGHT: 0-0 SPAN: 2-8-1 RISE: 1-1-6 RIGHT HEIGHT: 1-1-6 ------------------------ 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. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 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,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS••FA$RPCAf10?0 I•Y.fOR 4tJ?P1ANtNj-AAD:TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. • • • • • • • • • ••• • • �5 r"a, "aF„- ?` � "i • • v .. .. ===,««FACES-32 Ver. 1 . 1>>>>====== [ 038393 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 5 . 07 Hand' j ig»» : 7 .45 Hand assembly»» : 3 . 19 Com cut • 1 . 76 Comp asssembly 0 . 00 Cus omer : HG.ENTERPRISES-B Thu Jun 8 12 : 05 :23 2000 Project # : OA65 Truss ID G1 Family # 204 Span : 8-9-4 Quantity 1 Top Pitch 3 . 536/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE -('2= 303 5-1= 233 3-1=-313 2=-677 7.25 3= 0 3-5=-316 5=-622 2.50 -4= 0 *-5=-314 PROVIDE FOR 795 LBS UPLIFT AT JOINT 2 (1.17) PROVIDE FOR 716 LBS UPLIFT AT JOINT 5 (1.15) PROVIDE FOR 206 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFTY=TOP):[j2=5,31,(SYMMETRIC PLATING TURNED ON) ,2-5 4-4-10 8-9-4 4-4-10 4-4-10 2x4 4 3x4 3 5x8 z 2-0 � s 3x4 8-9-4 3x4 8-9-4 L. HL TO PK: 9-1-12 LEFT HEIGHT: 2-11-3 SPAN: 8-9-4 RISE: 5-6-3 RIGHT HEIGHT: 5-6-3 ------- --------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 771 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-1=0 . 464 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS : 2X4 No. 3 19 SP ------------------------------ SPACING : 24 . 0 in. o. c . REPETITIVE STRJ?3W3 TOT• 155215:- .•": NO. OF MEMBERS = 1 LOADING STRESS INCREASE: LOADING • PANEL#PLF) / JO#NTS(!BS) u Y LUMBER PLATE 61"t ••• ••••• •••• ?+ r�;,�y F d 1 1.33 1.33 UNIFORM 2- 3= 49 3- 4= 147 5- 1= 22 TRUSS CHECKED FOR 110 MelJWI4If,•ENCLJ6D6�:AALL YET• 1'f.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5') PSF DL,,2.00 Kl"'�f•OMG CEANLINE('QSCE7 93 PLATES ARE MITEK M20-249,200•MAVUFAC-rV%ED :ROM.A8VCA:44� GRD A GALVANIZED STEEL(EXCEPT AS SH6WN) :} 14"W' �5 PLATE MUST BE INSTALLED•ON:El. FACE OF•JOIWTI,SYMMET*I@AL4.Y(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN:,,SPECSY SSBC;iA�ISI'/tiTPI-95;x , THIS DESIGN IS FOR TRUSS•FABRfCATION•ONLY.tOR PE99ANENf AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUCT,BLDG A$OHL4ECT(0 »ENGI'NEER. • • • 00 0 • • • ••• ••• 'q�\ •z4+�'�• 1' ===K«<ACES-32 Ver. 1 . 1>>>>=== = [ 038362 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 72 Harid jig>>>> : 2 .28 Hand assembly>>>> : 1 . 37 Com cut • 0 . 76 Comp asssembly 0 . 00 Cus?omer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 :44 2000 Project # : OA65 Truss ID CJ7 Family # 201 Span : 2-11-14 Quantity 2 Top Pitch 4 . 59/12 ==Bld(8/11/1998),v1 FORCES - LOAD CASE #1 REACTIONS - SIZE �1-2= 0 3-1= 0 1=-176 7.25 '•2-3=-46 3=-57 2.50 PROVIDE FOR 233 LBS UPLIFTAT JOINT 1 (1.32) PROVIDE FOR 142 LBS UPLIFT AT JOINT 3 (2.51) PROVIDE FOR 107 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11 - 1 - 1 2- 11 - 14 2- 11 - 14 2x4 3x4 1 3 2- 11 - 14 3x4 2- 11 - 14 L. HL TO PK: 3-2-7 LEFT HEIGHT: 0-6-3 SPAN: 2-11-14 RISE: 1-7-15 RIGHT HEIGHT: 1-7-15 ---------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 163 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 019 BOT CHORD:2X4 No. 2ND 19 SP 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• 0"PC • 00.00 • 600:0 • ••••: 1 1.33 1.33 • UN I FORM :1- 2=X36 3-• $• • • • • O • 0000• V 4 •a �•s ••• 0000• y '•• ��• 0666.., `� l 6„ .�.}1 RIGHT END VERTICAL IS NOrtAPOSED. �•• +urs^ TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2FOd,M FROM"OCEANLINE(ASCE7-93t!� PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 4° %� ��"I '� Ysn PLATE MUST BE INSTALLED JJ .E4,.*JACE PFOJO1 Of,SYMBrAIGAIIY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN1'SPEGS,,SS6C ANSI/TPI-95 •a t THIS DESIGN IS FOR TRUSS FABRI CAT ION•QItLY.SOR eEMEI�T PND TEMPORARY BRACING(WHICH IS ALWAYS RE OD6 CON Sdt44BLpG'�ARCH'ITEfT1OR ENGINEER.' J 0 000 000 0000• • • • • • • '. 4 ••• 0600• • • ••• 0000 , === <<<ACES-32 Ver. 1 . 1>>>>====j== [ 038359 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 2 . 67 nand j ig»» : 3 . 55 Hand assembly»» : 2 . 13 Com cut • 1 . 18 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 37 2000 Project # : OA65 Truss ID CJ6 Family # 201 Span : 4-10-2 Quantity 2 Top Pitch 4 . 59/12 ==BLd(8/1111998),v1.1__________________________________________________________________ r FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-274 7.25 2-3=-126 3=-154 2.50 PROVIDE FOR 326 LBS UPLIFT AT JOINT 1 (1.19) PROVIDE FOR 264 LBS UPLIFT AT JOINT 3 (1.72) PROVIDE FOR 166 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -1 -1 4-10-2 4-10-2 2x4 3x4 3 4-10-2 3x4 4-10-2 L. HL TO PK: 5-2-4 LEFT HEIGHT: 0-6-3 SPAN:4-10-2 RISE :2-4-7 RIGHT HEIGHT:2-4-7 --------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 385 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 070 BOT CHORD:2X4 No. 2ND 19 SP 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) / JOINTSSLBS) LUMBER PLATE' •T?Pe w ••w•• • wwwiw • ••• i 1 1.33 1.33 UN I P•ORM :1- 2=�T 3-• •1 IS NOT'ERFMOSED. fee RIGHT END TRUSS CHECKED TFOR L110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,,2 X00 MI,.FROM'OCEANLIINE(ASCE-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) d �, ........ PLATE MUST BE INSTALLED AREA O DACE QP•JOT ale,SYMeRIGAIA Y(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, .S$B1r,ANSI,ATP.I-95. & 4 THIS DESIGN IS FOR TRUS9FABR-4CATION•gJ_Y.�OR gEftlEIr IND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT•BLDG•ARCHA'ITECT 'OR,ENGI,NEER. aA� • • • • • •• • n •y V 1, 6 ••••• • • . • . • F3 t •)!ry t. ===<<<<ACES-32 Ver. 1 . 1>>>>====;::= [[ 038350 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 7 . 96 14and j ig»» : 11 . 70 Hand assembly»» : 5 . 02 Comp ut ' 2 . 77 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 03 : 11 2000 Project # : OA65 Truss ID FG2 Family # 303 Span : 15-4-8 Quantity 1 Top Pitch /12 ==BLd(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-2291 2.71 8=-2291 2.71 PROVIDE FOR 1097 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 1097 LBS UPLIFT AT JOINT 8 (0.48) PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,21,[j7=6,21,[j9=8,3.51,[j10=3.5,2.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=7x6W/B; BOTT CHORD SPLICES:11-12=5x6W/B; 3-1-13 6-6-8 8-10 12-2-11 15-4-8 r 3-1-13 3-4-11 2-3-9 3-4-11 3-1-13 4x9 4x7 2x4 2x4 4x7 4x9 3 4 5 6 7 12 11 10 9 1 g 5x16 4x7 4x7 5x16 3x4 3-1-13 6-6-8 8-10 12-2-11 15-4-8 3*4 3-1-13 3-4-11 2-3-9 3-4-11 3-1-13 LEFT HEIGHT: 2-0 SPAN: 15-4-8 RISE :2-0 RIGHT HEIGHT:2-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 601 TOP CHORD: 2X6 No.2 19 SP TOP 40 10 BOTT 10-11=0 . 694 BOT CHORD: 2X4 SS 19 SP BOTT 0 5 LL.DEFL.Q10=0 . 18 < L/360 WEBS : 2X4 No. 3 19 SP -------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE S TRESSES NOT USED • •••. NO. OF MEMBERS = 1 • • Y • !• • • LOADING STRESS INCREASE* LOAD-ING PP1NEL(Pkf) / JOMq§L03S) LUMBER PLATE •TYP&! • 1 1.00 1.00 UAfFbRM "' 2- 7='W 8- 1='T6 i WEB: 2-12; 7-9 TO BE 2X4 No.2ND 19 S ••• • . ,• ,,,r.n, „ tom, BOTH END VERTICALS ARE N.0T•EV5JED. • . • • . • • .� �. r " TRUSS CHECKED FOR 110 MM �NFL%L'G..AL6 03J: Z.t666 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL-,2.00 MIX`;-FR,.IOM*'O(Cf$EA LINE(ASfyCE7 y9. PLATES ARE MITEK M20-24942 I AMUFACTURED PROM ASTM•A- 46 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) j ta 14::,•ia� ►�� y PLATE MUST BE INSTALLED OA EA.'FACE GF' JOIth,SYMA RICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN.SPECS,:SSBC,ND NSI/TPI' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSU0T•-BLDt ARCHITECT,0 kENGI!NEER.; s ry .• �p . ! -4 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038385 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 29 Hand jig>>>> : 3 . 04 Hand assembly>>>> : 1 . 82 Com cut . 1 . 01 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 04 : 57 2000 Project #: OA65 Truss ID CJ3 Family # 201 Span : 2-7-3 Quantity 2 Top Pitch 4 . 37/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-161 4-1= 0 2-4= 0 1=-169 7.25 2-3= 0 4=-43 2.50 3-4=-35 PROVIDE FOR 228 LBS UPLIFT AT JOINT 1 (1.35) PROVIDE FOR 126 LBS UPLIFT AT JOINT 4 (2.95) PROVIDE FOR 83 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) , 1 - 1 - 12 2-7-3 2-7-3 2x4 3 6x10 2 4 2-7-3 3x4 2-7-3 L. HL TO PK:2-9-3 LEFT HEIGHT: 0-7-10 SPAN: 2-7-3 RISE : 1-7 RIGHT HEIGHT: 1-7 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 135 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 011 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < 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• LOADiING WNEL(PLt) / JOITITj�NBS) LUMBER PLATE :TYPE: i •• •• • 1 1.33 1.33 URCPbRM •••'2- 3=0*366` 4- 1%6?• LEFT END VERTICAL IS EXPOSED,RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MP�' IND1,ENCL001,DG?,,}ALL qp1• '1.11166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF,DL,2.00`MI FROM'OCEAfJL'INE(ASCE7;93 PLATES ARE MITEK M20-241200 41AWJFACIDURA D PROMYAWVO W4Q GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) -`A� C��f � PLATE MUST BE INSTALLED N:EA: 6AL 0r•IOI�iT�SYMMETRIQ4LbY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,;SSBC,ANSI/,TPI 95 THIS DESIGN IS FOR TRUSS PABRIEATIOO NLY.PbR PEf1F1ANENT`AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT-,BLDG,ARCH,ITECT'OR ENGI,NEER�.Z c� y, ===c«<ACES-32 Ver. 1 . 1>>>>====,.== [ 038347 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 66 and j ig>>>> : 2 .44 Hand assembly>>>> : 1 . 05 Com cut • 0 . 58 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 58 2000 Project # : OA65 Truss ID CJ1 Family # 204 Span : 4-2-3 Quantity 1 Top Pitch 3 . 536/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-269 7.25 2-3=-93 3=-114 2.50 PROVIDE FOR 344 LBS UPLIFT AT JOINT 1 (1.28) PROVIDE FOR 204 LBS UPLIFT AT JOINT 3 (1.79) PROVIDE FOR 122 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -5 4-2-3 4-2-3 2x4 2 3x4 1 3 2X3 WEDGE 4-2-3 3x4 4-2-3 L. HL TO PK:4-4-5 LEFT HEIGHT: 0-7 SPAN:4-2-3 RISE: 1-9-13 RIGHT HEIGHT: 1-9-13 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 318 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 044 BOT CHORD:2X4 No. 2ND 19 SP 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 ••TsYOE• •••• ' "';' • JOINTS. (LBS) 1.33 1.33 Udj FOW • 1- 2=•49 3%1%D 1 RIGHT END VERTICAL IS AGT..E;POSEDf•• ""' •••• �'� TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MCI FR OM'OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) h ` PLATE MUST BE INSTALLED ON EP►. FACE % J03AT,SYVPtJR&6Ai.LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,•SSBC ANSIATPI-95'. THIS DESIGN IS FOR TRUSS TAgRItATIOSI (;NLYIFOR PL-%*NPNT.-AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULP!BLDG'ARCHITEGT`OR ENGINEER. • Y I i 4, . ===,a«<71.CES-32 Ver. 1 . 1>>>>====== [ 038341 1 ======««BEST.TRUSS .CO. »»=________ Hand cut»» : 2 . 02 Hand j ig»» : 2 . 97 Hand assembly»» : 1 .27 Com cut • 0 . 70 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 02 :32 2000 Project # : OA65 Truss ID MG2 Family # 201 Span 4-2-6 Quantity 1 Top Pitch 5/12 =_=Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-371 4-5= 318 2-5= 194 1=-475 7.25 2-3= 0 5-1= 318 2-4=-362 4=-365 2.50 3-4=-90 PROVIDE FOR 291 LBS UPLIFT AT JOINT 1 (0.61) PROVIDE FOR 237 LBS UPLIFT AT JOINT 4 (0.65) PROVIDE FOR 157 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11 -0 , 2-1 -3 4-2-6 2-1 -3 2-1 -3 2x4 3x4 3 5x6 2 1 A5 4 2x4 2X3 WEDGE 2-1 -3 4-2-6 . x4 2-1 -3 2-1 -3 L. HL TO PK:4-6-9 LEFT HEIGHT: 0-6-3 SPAN:4-2-6 RISE:2-3-3 RIGHT HEIGHT:2-3-3 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 117 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-5=0 . 146 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@5=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCR�ASE..64AD4NG ••s PAN0L-(Pq1P) 1 4M AT?.(LBS) LUMBER PLATE' TVE - • •• • 1 1.33 1.33 • UNd FOR L ; 1- .3t 90 :103 606*: Soo RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL;42:00 MI4FROM�OGEANLnNE(ASCE7-93 * ` PLATES ARE MITEK M20-24 ,200.MANUFAGTURBD*4ROM 3 ' 6 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 4 Q �M @ 44 � L ,. PLATE MUST BE INSTALLED qV CA.FACaOt JOINT,SYMME+IR?CP&LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES-IGN,,SPECS;1hSSBC;AN I TPI-95 , F THIS DESIGN IS FOR TRUSS fABRI4AYION•QNLY;EOFr PEf�1NCNT•AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)C6NSULT,BLD�G"B�CC,ANE T.OR�ENGIkikR ••••• • • • 6 • 0000 7Yi n +� ;`. ===,<«<ACES-32 Ver. 1 . 1>>>>====== [ 038330 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 . 05 Hand 'j ig»» : 4 . 05 Hand assembly»» : 2 . 43 Com cut • 1 . 34 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 : 50 2000 Project # : OA65 Truss ID CJ8 Family # 204 Span : 5-7-3 Quantity 2 Top Pitch 3 . 536/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-362 7.25 2-3=-169 3=-207 2.50 PROVIDE FOR 421 LBS UPLIFT AT JOINT 1 (1.16) PROVIDE FOR 296 LBS UPLIFT AT JOINT 3 (1.43) PROVIDE FOR 151 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -5 5-7-3 �- 5-7-3 2x4 2 4x5 1 3 5-7-3 1 x 4 5-7-3 L. HL TO PK: 5-10 LEFT HEIGHT: 0-6-3 SPAN: 5-7-3 RISE :2-2 RIGHT HEIGHT:2-2 --------- ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 505 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 110 BOT CHORD: 2X4 No. 2ND 19 SP 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 UN.FORM' ; 1- 2=•b5 36-•1=-14 4, RIGHT END VERTICAL IS T491,4POSEb•••• ••••• ••�• `,�" "��. � TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF,_`D,-,2: ===,<«<ACES-32 Ver. 1 . 1»»=== == [ 038332 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 8 .48 Haftd j ig»» : 11 . 27 Hand assembly»» : 6 . 76 Com cut • 3 . 74 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 : 55 2000 Project # : OA65 Truss ID HG1 Family # 314 Span : 10-6 Quantity 2 Top Pitch 3 .21/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ - FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-10541 7-8= 9467 2-12= 1578 5-9= 1637 1=-5421 7.25 2-3=-10339 8-9= 9467 2-11= 555 6-9= 555 7=-5421 7.25 3-4=-11135 9-10= 9981 3-11= 1637 6-8= 1578 �4-5=-11135 10-11= 9981 3-10= 1449 5-6=-10339 11-12= 9467 4-10=-205 6-7=-10541 12-1= 9467 5-10= 1449 PROVIDE FOR 2742 LBS UPLIFT AT JOINT 1 (0.51) PROVIDE FOR 2742 LBS UPLIFT AT JOINT 7 (0.51) PROVIDE FOR 17 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=4,1.51,[j12=4,1.5),(SYMMETRIC PLATING TURNED ON) 1 -9- 12 3-7-9 5-3 6- 10-7 8-8-4 10-6 1 -9- 12 1 -9- 12 1 -7-7 1 -7-7 1 -9- 12 1 -9- 12 4x9 3x4 4x9 4x5 3 4 5 4x5 6x10 2 6 6x10 1 7 12 11 10 9 8 3x6 6x10 6x10 6x10 3x6 2X3 WEDGE 2X3 WEDGE 1 -9- 12 3-7-9 1 5-3 6- 10-7 8-8-4 10-6 1 -9- 12 1 -9- 12 1 -7-7 1 -7-7 1 -9- 12 1 -9- 12 L. HL TO PK: 3-9-2 R. HL TO PK : 3-9-2 LEFT HEIGHT: 0-7-10 SPAN: 10-6 RISE: 1-7-4 RIGHT HEIGHT: 0-7-10 ---------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 543 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOTT 10-11=0 . 796 BOT CHORD: 2X6 No.2 19 SP BOTT 0 10 LL.DEFL.@10=0 . 10 < L/360 WEBS :2X4 No. 3 19 SP ___________�=izT�-i=ce•=��=��3=��'t�====---------------------------------°_______ --- ---------------- REPETITIVE STRESSES NOS' US-ED SPACING MEMBERS in. --- cn. "" NO. OF MEMBERS = 2�,.�••,,. (/ ?tip, LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) C � R "LUMBER PLATE TYPE ro I k, ,� ,� 1 1.33 1.33 •UN I FORM • 1►•3= 90 0•3;' 127 5 7= 90 7 9= 948 9-11= 956 11- 1=`948 COI�CEyITRA*D; ;9= 213 • :114: 212 ti d r v 2 MEMBERS NAILED TOG. 61/•10RUt) OF•9T31x3 in. IWILS 1'2 in. o.c.(TOP CHS.),AND 2 ROWS) OF .131x3 in. NAILSA5 ',in.Ao:c(BOTT: CHS.) q✓,3 For Webs use 1 ROW of NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5)rPSF DL,2.00.M'I-FROM OCEANLINE(ASCE7-93 �{ PLATES ARE MITEK 0-249 ZOO.UAW FAGTURE9 FROM M* 4 6 t% A GALVANIZED STEEL(EXCEPT AS SHOWN)` --, PLATE MUST BE INSTALLED 44 EA.•FACE•OF JOINT,SYMMETRICAtLY(fXCEPT AS SHOWN)DESIGN CONFORMS W/NDSA'DESIGN.SPECSr,p�SSBC;ANSIITPI-95 '3 THIS DESIGN IS FOR TMSS FABRIBATIO%01 Lt.FOR PETMANESIT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD);CONSULT'-BLD,G AR64TECT OR,,ENGINEER. " ===,««ACES-32 Ver. 1 . 1>>>>====_= [ 038338 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 8 . 90 Hand jig>>>> : 13 . 08 Hand assembly>>>> : 5 . 61 Com cut ' 3 . 10 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 : 17 2000 Project # : OA65 Truss ID HHG1 Family # 313 Span : 18-7-8 Quantity 1 Top Pitch 5/12 ==B[d(8/11/1998),v1 __ .1__________________________________________ ______________________ - FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-2335 7-8=-1836 9-10= 0 15-1= 2028 2-15= 205 5-12=-288 1=-1417 7.25 2-3=-3219 8-9=-1236 10-11= 1836 2-14= 1372 6-12= 744 9=-1268 2.50 3-4=-3747 11-12= 3056 3-14=-614 6-11=-672 4-5=-3693 12-13= 3747 3-13= 617 7-11= 1424 5-6=-3693 13-14= 3219 4-13=-255 7-10=-1025 6-7=-3056 14-15= 2028 4-12=-64 8-10= 2135 PROVIDE FOR 763 LBS UPLIFT AT JOINT 1 (0.54) PROVIDE FOR 620 LBS UPLIFT AT JOINT 9 (0.49) PROVIDE FOR 105 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=3,31,[j8=4,1.5),(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:13-14=3x4; 11-0 3-0 5-8-7 8-3-1 10-9-12 13-4-7 15-11-1 18-7-8 3-0 2-8-7 2-6-11 2-6-11 2-6-11 2-6-11 2-8-7 4x9 3x4 3x4 5x6 3x4 3x4 3x6 2 3 4 5 6 7 8 5x6 1 15 14 13 12 11 10 2x4 3x4 3x4 3x8 3x4 3x6 9 2X3 WEDGE 3x4 3-0 5-8-7 8. 8�1 10-9-12 13-4-7 15-11-1 18-7-8 3-0 2-8-7 2-6-11 2-6-11 2-6-11 2-6-11 2-8-7 L. HL TO PK: 3-3 LEFT HEIGHT: 0-7 SPAN: 18-7-8 RISE: 1-10 RIGHT HEIGHT: 1-10 ----------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .463 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 12-13=0 . 737 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 .10.... -It IU.13 Ef'-In+@r3-(? 8 < L/360 WEBS : 2X4 No. 3 19 SP- --------=====t== =='__= '____________ Door SPACING ' 24 . 0 REPETITIVE STRF.SSES'i3G17 U6$3• NO. OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) ` �� •, C !. l � " LUMBER PLATE • ••• •'• .•• s "^' ` I _� . TYPFi 1 1.33 1.33 • VN;F4M • 1-•2= 90• •2. 8" 113 9-15= 25 15- 1= 20 -CONCENTRATED 3!j;= '145 : . : b Do P i., WEB: 8-9 TO BE 2X6 N0.2 19 SP •. s" ra�� ,�" RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 11Q MPH•WUIDt.ENCh.BLDe.,WAL'L JIL1�.11.T6'6'iT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 I F6M,OCEANLINE,(ASCE7 93"� ' PLATES ARE MITEK M20C2.42.tOO M4NUFACTURE9 FROM A6TM A:446..GBD A GALVANIZED STEEL(EXCEPT AS SHOWN) � "� PLATE MUST BE INSTALLED ON EA.-F ACE'o J4INT,SY4ETRICALLY(E*CEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TAJ§� .t'ABRI&WiON ONLP.FOR PERAIA& AIlb TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT,OR ENGINEER ==_<<<<ACES-32 Ver. 1 . 1»>>====== [ 038344 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut»» : 9 . 06 Hand 'j ig»» : 12 . 03 Hand assembly»» : 7 . 22 Com cut • 3 . 99 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 02 :41 2000 Project #: OA65 Truss ID G3 Family # special Span : 11-5 Quantity 2 Top Pitch 5712 2-3 3 . 49/12 , 4-5 3 .49/12 , =Bld(8/11/1998),v1.1__________________________________________________________________ FORCES LOAD CASE #1 REACTIONS - SIZE 1-2=-2385 6-7= 2091 2-10= 291 5-7= 291 1=-1401 7.25 2-3=-2205 7-8= 2091 2-9= 30 6=-1401 7.25 ^3-4=-2116 8-9= 2116 3-9= 471 4-5=-2205 9-10= 2091 4-9= 0 5-6=-2385 10-1= 2091 4-8= 471 5-8= 30 PROVIDE FOR 748 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 747 LBS UPLIFT AT JOINT 6 (0.53) PROVIDE FOR 4 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1 -0 2-10-13 5-2-4 6,-2-12 , 8-6-3 11 -5 , 1 -0 2-10-13 2-3-7 1-0-8 2-3-7 2-10-13 4x5 4x9 4x9 3 4 4x9 2 5 5x6 5x6 1 6 10 9 8 7 3x4 4x9 4x5 3x4 - 2X3 WEDGE 2X3 WEDGE 2-10-13 5-2-4 6,-2-12 , 8-6-3 11-5 2-10-13 2-3-7 1-0-8 2-3-7 2-10-13 L. HL TO PK: 3-1-11 R. HL TO PK : 3-1-11 LEFT HEIGHT: 0-6-3 SPAN: 11-5 RISE :2-4-11 RIGHT HEIGHT: 0-6-3 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 176 TOP CHORD: 2X4 No. 2ND 19 SP•d,,, TOP 30 15 BOTT 7-8=0 . 320 BOT CHORD: 2X4 No. 2ND 19��S P, [p BOTT 0 10 LL.DEFL.@8=0 . 02 < L/360 WEBS :2X4 No./3 _19 1SP;,;, ,r ------ NO. OF MEMBERS( iH-,.�- - REPETITIVE STAEStES•NOf USED SPACING 24 . 0, i>c, o' c;� LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE xc, ` 1 1.33 1.33 •UN I FORM • 10-:6= 90•••6;-?;F 20 7-10= 158 10- 1= 20 ;OJCgTRATTD• •7= 85• : 8i 225 9= 225 10= 85 2 MEMBERS NAILED TOG. I/J*W) OF•9131x3•in. ITA LS 1.2 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .1310 in. NAILS if in.'o:c(BOTT,' CHS.) , For Webs use 1 ROW of NAILS 12 in. o.c. '' TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 # PLATES ARE MITEK 10,249,2.00.WANUFA%TURED FROR ASTA*A.4yB`GRG A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALPpP 2 1 EA.;FACE;OF A NT,SYMMETRICAL-LYSEXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS RABRIQATIOJ MIt.FOR PEtMANE&T AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. • • • ••• •••• ===<,<<<ACES-32 Ver. 1 . 1>>>>====== [ 038321 ] ======««BEST.TRUSS .CO. »»====___ Hand cut>>>> : 5 . 55 Nand jig»>> : 8 . 16 Hand assembly>>>> : 3 . 50 Com cut • 1 . 93 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 00 :43 2000 Project # : OA65 Truss ID CJ4 Family # special Span 9-8-1 Quantity 1 To Pitch 3 . 536/12 Bo? pitch 8/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-214 7-8= 663 3-1=-966 5-7=-876 1=-599 7.25 2-3= 0 8-9= 781 3-10= 43 7=-833 2.50 3-4=-677 9-10= 891 3-9=-258 4-5=-691 10-1= 891 4-9=-275 5-6= 0 4-8= 23 6-7=-223 5-8= 486 PROVIDE FOR 656 LBS UPLIFT AT JOINT 1 (1.09) PROVIDE FOR 771 LBS UPLIFT AT JOINT 7 (0.93) PROVIDE FOR 228 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=3,21,[j9=3,31,(SYMMETRIC PLATING TURNED ON) 1 -5 3-2-9 6-5-1 -5-1 9-8-1 -2 3-2-9 3-2-9 -0 2-3 2x4 3x4 3x4 6 s 4 3x8 3 2 8 10-8 7 10 9 5x6 2x4 5x6 3x4 5x6 3-2-9 6-5-1 -5-1 9-8-1 3-2-9 3-2-9 -0 2-3 L. HL TO PK: 10-1 INTERNAL RISE: 0-8 LEFT HEIGHT: 0-7-10 SPAN: 9-8-1 RISE: 3-6-6 RIGHT HEIGHT:2-9-13 -------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 267 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 9-10=0 .225 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 .10.... . LL.DEFir;C10="?. 2 < L/360 WEBS : 2X4 No. 3 19 SP • SPACING • 24 . 0 in. o. .c . REPETITIVE STR�SES -DTGT ALL. •"" NO. OF MEMBERS - 1 =� T} R V ;�•-• k^ 4 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE .TYPE* • ••• .`. .'. i„a, •• ';� 1 1.33 1.33 • tlNI'f01�M ; :2-:3= 38• •3+4! 108 4 5= 156 5- 6= 191 7- 8= 42 8- 9= 35 •�'1'9.10=„r ( 10°•1�,8 ?+ BOTH END VERTICALS ARE ?49? E*XgdSED.•• • •• ` ”47: ;1 u t± TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI"FROM OCEANLINE(ASCE7.9tl PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) t �' PLATE MUST BE INSTQLL,ED OIL,E4,,FACE 4F J0-INT,g(MVE19ngAL.LS NCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBG,,ANSI/TPI 95 THIS DESIGN IS FOR TRUSS PpBRI*TI04 ONLIA.FOR PERMANENT 'AVQ.TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER.', • . •• •• • ....... • • . ..• •••. % i 4 see ego** == <<<«ACES-32 Ver. 1 . 1>>>>====== [ 038322 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 6 . 86 Hand j ig»» : 9 . 12 Hand assembly»» : 5 .47 Com cut • 3 . 02 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 00 :49 2000 Project # : OA65 Truss ID CJ2 Family # 204 Span : 9-10-1 Quantity 2 Top Pitch 3 . 536/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-292 5-1= 715 3-1=-764 1=-678 7.25 2-3= 0 3-5=-763 5=-384 2.50 3-4= 0 4=-397 2.50 4-5= 0 PROVIDE FOR 684 LBS UPLIFT AT JOINT 1 0.01) PROVIDE FOR 316 LBS UPLIFT AT JOINT 5 (0.82) PROVIDE FOR 436 LBS UPLIFT AT JOINT 4 0.10) PROVIDE FOR 246 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -5 4-11 -1 9-10-1 4-11 -1 4-11 -1 2x4 4 3x6 3 2 5 6x10 9-10-1 3[x4 9-10-1 L. HL TO PK: 10-3-2 LEFT HEIGHT: 0-7-10 SPAN: 9-10-1 RISE : 3-6-7 RIGHT HEIGHT: 3-6-7 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 516 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 5-1=0 . 741 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP ---------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE S•TRF$$F.S NOT •U6$D• ••••; NO. OF MEMBERS = 1 LOADING STRESS INCREASC LOADING• -PANELCPLF) / JpfNTS;LBS) = � •h ;� LUMBER PLATE ••JYQE ••• ••••• •"• , 1 1.33 1.33 UNIFORM 2- 3= 57 3- 4= 165 5- 1= 25 �`Y' •, �-' • LEFT END VERTICAL IS EXP SED,�IGHT E14D VERTICAL IS N r XPOSED. ,, D . 4 w Itv, 2 TRUSS CHECKED FOR 110 MPH•Wl:4D' ENCt.ItLDG: WALL:kf.-11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2:00 MI�FROM OCPANLINE(ASCE7-93 • , 44 PLATES ARE MITEK M20-24b,300►MANUfACTlJ�2ED;FJt01A AS�� `6 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)//;;, 4, � , PLATE MUST BE INSTALLE[f Q1 EA.•FACE•OF JOPNT,SYMMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS/,DESI�GN'�SP•ECS SSBC,ANSIcATPI-95 fit, THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQDj CONSULT.BLD'G ARCHITECT FOR NGINEER +,'� � •' ' . • • • . • • •♦ '•. 1• } 40069 00:00 :0 0 000 0 4�rdu , ===<<<<ACES-32 Ver. 1 . 1>>>>====i== [ 1 . 1»»=;= [ 038 323 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 13 . 76 I4arid j ig»» : 20 . 22 Hand assembly»» : 8 . 66 Com cut • 4 . 79 Comp asssembly 0 . 00 Customer : HG.ENTERPRISES-B Thu Jun 8 12 : 00 : 53 2000 Project # : OA65 Truss ID HG2 Family # special Span 25-1-4 Quantity 1 To Pitch 5712 Bo? pitch 8/12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-268 7-8=-7771 12-13= 4552 18-19= 7423 3-1=-5764 6-18=-1357 9-15= 1675 1=-2953 7.25 2-3= 0 8-9=-6045 13-14= 4552 19-20= 6126 3-20=-3310 6-17= 247 9-14= 376 12=-2645 3.12 3-4=-8041 9-10=-5143 14-15= 4742 20-1= 5097 3-19= 3568 7-17=-284 10-14= 213 4-5=-7072 10-11= 0 15-16= 7265 4-19= 819 7-16=-232 10-13= 68 5-6=-6516 11-12=-149 16-17= 7772 4-18=-1102 8-16= 4752 10-12=-5176 6-7=-7554 17-18= 7554 5-18= 2331 8-15=-4935 PROVIDE FOR 1465 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 1241 LBS UPLIFT AT JOINT 12 (0.47) PROVIDE FOR 21 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=5,3.5],[115=5,6.51,[116=5,51,[j20=5,3.51,(SYMMETRIC PLATING TURNED ON) 1-0 3-8 4- -0 10-1 13-2 14 2 18-2 21-8 25-1-4 3-8 1- -4 3-1 3-1 1- 4-0 3-6 3-5-4 8x10 4x5 3x4 3x4 4x9 5 6 7 8 9 3x4 5x12 4 3x10 3 10 2 11 7x10 4x9 3x4 16 X18 GA)' 10x10 4x5 2x 1 6x10 9x10 tz 6x10 (18 GA) 6x10 3-8 4- -0 10-1 13-2 14-2 18-2 21-8 25-1-4 3-8 1- -4 3-1 3-1 1- 4-0 3-6 3-5-4 L. HL TO PK: 7-7 INTERNAL RISE: 0-8 R. HL TO PK : 7-6-3 LEFT HEIGHT: 0-7-10 SPAN:25-1-4 RISE :3-6-10 RIGHT HEIGHT: 0-7-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 722 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 16-17=0 . 751 BOT CHORD: 2X4 SS 19 SP BOTT 0 .10.... LTI+.D-EFir:@1*6=x'.'39 < L/360 WEBS : 2X4 �No. 3,1-9--SP-1- • SPACING 24 "© in o,:-"cT.� t REPETITIVE STR)SSES OWa't` USEi>• NO. OF MEMBERS -= 1 0 t Nl•p �V ./ ` •.... t NOTE: PROVIDE FOR 0.30 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING ;"• :�'° �`7L1[ •';. `., I+- - { LOADING STRESS INCREASE .LOADING • PAM @L-(PLF).'I.JCJ11tiTS(LBS) �° LUMBER PLATE : typ: • • • • ••0:5-:0 : "`:• („ 1 1.33 1.33 . IINIfORM • •;2- � 90 9s 203 9-11= 90 12-14= 20 14 18= 45 18- 1='20. '.(! N%4TRATF& 1•'.= 383•0 18= 833 ,` WEB: 3-19; 8-16 TO BE 2X4 No.2ND 19 SP h LEFT END VERTICAL jS ,9XPOSED,WZ41T END VEt2TICA1 jS'NOi F�(AaS�6D. WEB 8-15; 10-12 BRACED Its:/2 [t)INTS;AS SIOWN AB@VE • '.,.o �G- WEB 3-1 BRACED at 1/3:POINfS AS•SHOWVI.RB,(E : • • Note:Use 1x4 or 2x3 Cb ' "• p7:.�raoirg•oonn.w/2.8d nailS,tf T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93, PI ATFC ARF MTTFI( M2n-249 2nn MlA-19A 192 MAN11FArT11RFn FRnM ACTM A 44A r.Rl1 A r.Al VANT7Fn CTFFI (FXrFPT AC CNnWN) ===,<<<<ACES-32 Ver. 1 . 1>>>>==,==i== [ 038324 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 2 . 90 I4and j ig»» : 4 .26 Hand assembly»» : 1 . 82 Com cut • 1 . 01 Comp asssembly 0 . 00 CuNomer HG.ENTERPRISES-B Thu Jun 8 12 : 01 : 04 2000 Project # : OA65 Truss ID MG1 Family # 201 Span 5-3-8 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-2272 4-5= 2005 2-5= 2915 1=-1467 7.25 2-3= 0 5-1= 2005 2-4=-2879 4=-2158 2.55 3-4=-75 PROVIDE FOR 705 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 1145 LBS UPLIFT AT JOINT 4 (0.53) PROVIDE FOR 195 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=4,1.51,(SYMMETRIC PLATING TURNED ON) 3-6-4 5-3-8 3-6-4 1 -9-4 2x4 3x8 3 2 6x10 1 Ll s 4 3x6 2X4 WEDGE 3-6-4 5-3-8 4x5 3-6-4 1 -9-4 L. HL TO PK: 5-8-13 LEFT HEIGHT: 0-7-10 SPAN: 5-3-8 RISE :2-10-1 RIGHT HEIGHT:2-10-1 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 390 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-1=0 .407 BOT CHORD:2X6 No. 2 19 SP BOTT 0 10 LL.DEFL.@5=0 . 02 < L/360 WEBS :2X4 No. 3 19 SP SPACING : 24 . 0 in. o..- c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASP• LOJ)ING• :PANEL(P!F) / JOW•SCLBS) "� .,'. yy�Gj �','�w• LUMBER PLATE • TYPE • •° • ° �' �' ` ?^ r' 1 1.33 1.33 ••W44FORM• • 1- 3='9C' 4- =•90 5- 1= 158 CONCENTRATED 5= 2645 WEB: 3-4; 2-5 TO BE 2X6 .No.2.19 SP ••• • . • . ,.� ' t RIGHT END VERTICAL IS T 0 D. • • • • � ; ; .�°�� ,`''• `�,;- '�r�" r, � `fix TRUSS CHECKED FOR 110 MDH4WIND• ENCL.%DG*,yIAL•L HM 41P166 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00•.+MI•'FRettiOOEANLIINE(ASCE7-93 PLATES ARE MITEK M20-249,A004ANUFA&T*JRED 'FROM ATM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) �r' �� may : 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 REOD)CONSULT BLDG•ARCH ITECT ORfUGINEER. �/ V i _==<<<<ACES-32 Ver. 1 . 1>>>>====== [ 038325 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut»» : 33 . 18 Hanel jig»» : 44 . 08 Hand assemblyy»» : 26 .45 Com cut • 14 . 62 Comp asssembly 0 . 00 CuNomer : HG.ENTERPRISES-B Thu Jun 8 12 : 01 : 09 2000 Project # : OA65 Truss ID SG2 Family # special Span : 32-4-4 Quantity 2 To Pitch 5/12 20-21 8/12 , 23-24 8/12 , Bov pitch 30 . 32/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 _TOP CHORD: 1-2=-2418, 2-3=-4480, 3-4=-6493, 4-5=-5251, 5-6=-4842, 6-7=-6433, 7-8=-5566, 8-9=-6400, 9-10=-9671, 10-11=-10558, 11-12=-3003, 12-13=-3240, 13-14=-4073, BOTTOM CHORD: 14-15= 0, 15-16= 5610, 16-17= 15205, 17-18= 10574, 18-19= 9671, 19-20= 5908, 20-21= 6690, 21-22= 6433, 22-23= 5994, 23-24= 4971, 24-1= 0, WEBS: 2-24= 4158, 3-24=-3139, 3-23= 2850, 4-23= 690, 4-22=-1237, 5-22= 1650, 6-22=-1991, 6-21= 953, 7-21= 2983, 7-20=-3001, 8-20=-690, 8-19= 2806, 9-19=-4708, 9-18= 2, 10-18=-1012, 10-17= 242, 11-17= 15342, 11-16=-11279, 11-15=-4299, 12-15= 904, 13-15= 4037, REACTIONS,SIZE:1=-2453,7.25 14=-4365,2.58 PROVIDE FOR 1190 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 2078 LBS UPLIFT AT JOINT 14 (0.48) PROVIDE FOR 71 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2.51,[j11=7,3.5],[j16=5.5,11],[j17=6.5,107,[j20=4,3.51,[j21=3,21,[j23=3,21,[j24=3,31,(SYMMETRIC PLA TOP CHORD SPLICES:9-10=3x6; 1-0 28-8-15 3-8 4- 8-9 13-2 14 216-5 19-10 4-6 25 8 3 -4-4 3-8 1- 4-1 4-5 1- -3 3-5 4-8 0- - 3-5-7 3-7-5 4x5 4x5 4x5 4x9 4x5 4x5 5 g 7 g 8.5X14 4x5 4x5 4x5 4 9 10 11 12 3 4x5 6x10 13 2 23 22 21 24 x6 4x9 5x6 20 19 16 2-0 1 5x6 5x8 4x5 4x5 1 18 7-?A-A 12.5X9 4x9 14 28-8-15 3-8 4- 8-9 13- 14 16-5 19-1 4- 25 8 3 -4-4 x4 3-8 1- 4-1 4-5 1- -3 3-5 4-8 0- - 3-5-7 3-7-5 L. HL TO PK: 9-5-12 INTERNAL RISE: 0-8 R. HL TO PK : 3-10-15 LEFT HEIGHT: 0-7-10 SPAN: 32-4-4 RISE : 6-3-6 RIGHT HEIGHT: 3-4-4 LOADING (PSF) ,,,, Ml_kX �S77RESS-ESu"I MINIMUM GRADE OF LUMBER.r-,- ,:,.,, D 'u- BOT-TO J,6�i0 -11=0 . 6i:0 TOP CHORD: 2X4 TOP 30 1 .:'6J�1 BOT CHORD: 2X4 SS 19DSP9 BOTT 0 16' , "T,.,,.DEFL.X18=01'.'4'0 < L/360 WEBS :2X4 No,:,3 :19:;S P'' , .• µt SPACING 24 . 0 int. .o- kc'.,,,,`L REPETITIVE STRFSSFS NOT 1313,ED NO. OF MEMBERS =1L2> NOTE: PROVIDE FOR 0.42 Ai HJRI-ZONTP'L '0ISPLACEMEYT4ATtOtiE BEARING I�.1 .' ��s.,' U V V LOADING STRESS INCREASE ,V LOADING u „PANEc(PLF)'i' JOINTS(LBS) ��• ' ' '; K LUMBER PLATE TYPE 1 1.33 1.33_ _UNIFORM_ _ 2=13=90 14_16= 167__16- 1= 20 rs '•, $' �` ," ' L CONCEV7,RATED 46= 2-1571'1" Y� V l• U /// WEB: 13-14; 11-16 TO it2X5 kk,-2 19 SFJ WEB: 11-17 TO BE 2X4 S$ ,IV S"",'J,,., LEFT END VERTICAL IS EXPOSED,RIGHT END VERTICAL IS NOT EXPOSED. PRnVTnF 7*4 rnNTTmin1R RRArTNG AT RnTTnm rHnRn NnT FXrFFnTNr. 41 n_r_ nVFR nRnPPFn RnTTnM rHnRn ARFAS WHFRF rFTITNr. TC NnT APPITFn_ ===<.«<ACES-32 Ver. 1 . 1>>>>====== [ 038327 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 53 . 01 Raild j ig»» : 56 . 34 Hand assembly»» : 42 . 26 Com cut • 23 . 35 Comp asssembly 0 . 00 Cus omer HG.ENTERPRISES-B Thu Jun 8 12 : 01 :28 2000 Project # : OA65 Truss ID G2 Family # 313 Span 26-6-8 Quantity 4 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-24 7-8=-34763 12-13= 0 18-19= 26354 3-1=-14319 5-17= 6860 9-15= 10224 1=-14129 3.58 2-3= 0 8-9=-34763 13-14= 18825 19-20= 26354 3-20= 13704 6-17=-385 9-14=-5975 12=-11488 2.91 3-4=-3708 9-10=-26333 14-15= 26333 20-1= 3707 4-20=-25390 7-17= 5695 10-14= 12812 '4-5=-40111 10-11=-18825 15-16= 41299 4-19= 3823 7-16= 2746 10-13=-10589 5-6=-46428 11-12=-11456 16-17= 41299 4-18= 15552 7-15=-8545 11-13= 21962 6-7=-46428 17-18= 40111 5-18=-3045 8-15=-230 PROVIDE FOR 6980 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 5661 LBS UPLIFT AT JOINT 12 (0.49) PROVIDE FOR 100 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j3=5,2.5),[j11=5.5,2),[j16=4,1.5),[j17=5,2.5),[719=4,1.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:6-7=5x6; 23-2-8 0- - 4-5-14 8-1-13 12-8-8 16-8-8 19-0 21-9-12 26-6-8 0-8-S 3-9-11 3-7-15 4-6-11 4-0 -3-8 2-9-12 14-12 3-4 8x10 4x12 4x5 3x4 4x12 3x4 4x5 7x10 2x4 3 4 5 6 7 a 9 10 4x9 2 11 1 6x? 0 3x6 6xT0 8xT0 3A 4x12 14 4x12 12 4x5 (18 GA) 8x10 3x4 23-2-8 0- - 4-5-14 8-1-13 12-8-8 16-8-8 19-0 21-9-12 26-6-8 0-8-S 3-9-11 3-7-15 4-6-11 4-0 -3-8 2-9-12 1-4-12 3-4 L. HL TO PK: 0-8-14 LEFT HEIGHT:2-1-4 SPAN:26-6-8 RISE :2-4-11 RIGHT HEIGHT:2-4-11 ---------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 753 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOTT 16-17=0 . 886 BOT CHORD: 2X6 DSS 19 SP BOTT 0 10 .... LL..DEFili,e @1.7=0t•j0 < L/360 WEBS : 2X4 No.,3 • _ ._ . r_�_ — to N• ,_ . _ • SPACING • 24 0`;�in.. :04.•�;c. REPETITIVE STN ,jES WQX U$FD•• ••••• NO. OF MEMBER,Sg"„'s-' +'d":" . LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTSUBS) LUMBER PLATE TYPE• • ••• ••'� •• • ohs'; 1 1.33 1.33 • UNIFORM ' '2-1'= 90 • '-16-• 20 16- 1= 1024 E'er ).� $' • t�{' ,• s CbNIEN:RATED•: 1% 6176 •; 54--'.4365 16= 676 17= 385 • .� v. �" 0 00 00 CHORD: 3-4; 4-5; 5-6; 6-�, 7-8; 8-9; 9-10; 10-11 TO BE 2X6 No.2 19 SP t' } WEB: 1-2; 11-13 TO BE 2X4 SS 19 SP .� WEB: 11-12; 6-17; 7-16; 8-15;•j;14; 10-13•TO BE 2X60%0.Z'1VSP WEB: 3-20; 4-20; 4-)8•TO BE 2X4• No-CND 12 SP • • • �''^ © ''� ` LEFT END VERTICAL IS ©ft%D,RIGHT END VERTICAL 1'.� NO1:EXMSt9. e' 4 MEMBERS NAILED TOGETHJ§.V?ITj1••W.Nt11S:•12 in. o!C!(CHM%*AND WEBS) Bolt Bottom Chord with 1/2 in. dia. BOLTS 24 in. o.c. ****NnTF-Snr>rial hanaPr/rnnnartinn is rani_ to rlict_ tnn rhnrriiinifnrm Innrl(c) to all nliac_**** - VLAILb AKt M1 1t& M4U-L4Y,LUU MIO-IYO, IDG MANUYA6IUKtU YKUM AJIM A 440 UKU A VALVAN1LtU JIttL(tALtYl AJ bHUWN) 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 ARCHITECT OR ENGINEER. • •••• • ••• • ...•• • •••• e • • oee• • • • • • • • • •• • • • • • • • •• • • • • • • • w e • e • • • • t == ««ACES-32 Ver. 1 . 1>>>>=T,==.== [ 038304 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 18 . 88 llari j ig»» : 25 . 08 Hand assembly»» : 15 . 05 Com cut • 8 . 32 Comp asssembly 0 . 00 CMomer : HG.ENTERPRISES-B Thu Jun 8 11 : 57 : 37 2000 Project # : OA65 Truss ID FG1 Family # 303 Span : 17-10-8 Quantity 2 Top Pitch /12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-7035 7-8=-27669 12-13= 0 18-19= 17320 2-20= 11203 5-17= 2129 9-15= 7285 1=-7054 3.58 2-3=-8788 8-9=-24520 13-14= 10512 19-20= 8788 3-20=-6908 6-17= 292 9-14=-4689 12=-9525 4.84 3-4=-17320 9-10=-18801 14-15= 18801 20-1= 0 3-19= 10868 6-16=-737 10-14= 10559 �4-5=-26674 10-11=-10512 15-16= 24520 4-19=-6691 7-16=-176 10-13=-6714 5-6=-28247 11-12=-8625 16-17= 28247 4-18= 11392 8-16= 4011 11-13= 13544 6-7=-27669 17-18= 26674 5-18=-1611 8-15=-2660 PROVIDE FOR 3469 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 4705 LBS UPLIFT AT JOINT 12 (0.49) PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3.5,21,[j8=3,51,[j11=7.5,2),(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:18-19=6x10; 23 4-0-10 , 6-3-4 —11-8 9-11 .11-10-7 13-9-14 115-9-5 . 17-10-8 2-1-3 1-11-7 2-2-10 1-8-4 1-11-7 1-11-7 1-11-7 1-11-7 2-1-3 5x12 4x12 4x12 4x5 4x5 3x4 7x6 4x7 4x12 3 4 5 6 7 8 9 10 502 11 1 20 19 18 17 16 15 14 13 DQ 502 4x12 8X12 600 6x10 600 6x10 604 12 3x4 . 2-1-3 4-0-10 6-3-4 7-11-8 9-11 . 11-10-7 . 13-9-14 . 15-9-5 17-10-8 AY4 2-1-3 1-11-7 2-2-10 1-8-4 1-11-7 1-11-7 1-11-7 1-11-7 2-1-3 LEFT HEIGHT:2-0 SPAN: 17-10-8 RISE:2-0 RIGHT HEIGHT:2-0 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER— L D TOP 5-6=0 . 891 TOP CHORD:2X6 No,2. 19"SP,� TOP 30 15 BOTT 16-17=0 . 958 BOT CHORD:2X6 DS-S( 14SPLtrg4 `yx , BOTT 0 10 LL.DEFL.@17=0 . 34 < L/360 WEBS :2X4 N6,03!,4i19.••SP•.. =- -___-______ •- "'�_�=:r.=- SPACING • 24 . 0 fr1; X01. -C.nt' REPETITIVE STRESSES NOI USED • •�� NO. OF MEMBERSA4z- ;;� 't• �s LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) �Lx LUMBER PLATE TYPECI�� "� - 1 1.33 1.33 UNIFQRM . 2v1aw 90 012-J8= 948 18- 1= 20 �•OON@EN�IRAT� ; 1:1= 406D i ha •.�� a' WEB: 1-2; 11-12; 5-18 TO•B-E 2)�• No..2,;9 Si •• • t3 WEB: 2-20; 3-19; 4-18; 11-13 TO BE 2X4 SS 19 SP WEB: 9-15; 10-14 TO BE 2X4 No.2ND 19 SP j BOTH END VERTICALS ARE NOT•EVD$F•D. • • • ••••• •'••• 2 MEMBERS NAILED TdG.•W/1 ROW(S% OF ;131x: in. NAILS M? ��.c.(TOP CHS.),AND 2 ROW S) OF .131x3 in. NAILS 5 in. o.c(BOTT. CHS.) ~ For Webs use 1 ROW of:ItAtt; 12 in. o9c! ; ; • TRUSS CHECKED FOR 110•MPr III NpO:WL•�LDN,WALL HGf!•11.f139'1T,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93-\ PLATES ARE MITEK M20-24.9,00 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PIATF MIICT RF TNCTAIIFn nN FA- FArF nF .InTNT CYMMFTRTrAIIY(FXrFPT AC SHnWN)nFCTr.N rnNFnRMC W/NnS nFSTr.N CPFrS CCRr ANCT/TPT-QS ` ===<<<<ACES-32 Ver. 1 . 1>,>>>==T=i== [ 038303 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 30 . 89 Hand jig>>>> : 41 . 04 Hand assembly>>>> : 24 . 62 Com cut • 13 . 61 Comp asssembly 0 . 00 CMomer : HG.ENTERPRISES-B Thu Jun 8 11 : 57 :25 2000 Project # : OA65 Truss ID SG1 Family # special Span 33-8-8 Quantity 2 To Pitch 5712 Bot pitch 90/12 ==Bld(8/11/1998),vl.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-4208 7-8=-10865 12-13= 0 18-19= 10122 2-21= 7173 5-18= 1389 9-15= 2515 1=-4241 7.25 2-3=-7718 8-9=-5951 13-14= 3189 19-20= 7586 3-21=-763 6-18=-637 9-14=-683 12=-4069 2.83 3-4=-8228 9-10=-4933 14-15= 4548 20-21= 7125 3-20= 518 6-17=-409 10-14= 2085 4-5=-10122 10-11=-3451 15-16= 0 21-1= 0 4-20= 684 7-17=-798 10-13=-2470 5-6=-11232 11-12=-4037 16-17= 76 4-19= 3173 8-17= 6817 11-13= 4074 6-7=-10901 17-18= 11232 5-19=-1712 8-15=-5441 17-15= 6909 PROVIDE FOR 2689 LBS UPLIFT AT JOINT 1 (0.63) PROVIDE FOR 2475 LBS UPLIFT AT JOINT 12 (0.61) PROVIDE FOR 28 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;5-6=3x6; BOTT CHORD SPLICES:14-15=3x6;19-20=3x6; 0-4-8 2-4 3-6 7-0 11-4 15-8 20-0 23-6-7 27-0-14 0-4-11 33-8-8 r �3-6 3-6 4-4 4-4 4-4 �3-6-7 �3-6-7 3��3-13 �3-3-13 r' 4x9 4x5 4x5 3x4 4x7 4x9 4x5 4 5 B 7 8 9 4x5 3 10 ` 4x5 ` 6x10 tt z I 2-0 21 20 19 18 1 5x6 4x5 4x5 4x5 7x1 16 15 14 13 2x4 402 4x5 4x5 12 13-6 �7-0 I 11-4 15-8 20-0 X23-6-7 X27-0-14 0�3 4-11 33 8-8 �x4 3-6 3-6 4-4 3-6-7 3-6-7 3-3-13 3-3-13 L. HL TO PK: 7-7 R. HL TO PK : 7-2-4 LEFT HEIGHT: 0-7-10 SPAN:33-8-8 RISE: 5-6-10 RIGHT HEIGHT:2-9-7 --------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L 049• ••' UP""S-'6,-."0291 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 +150 iOTT 617-18--00557 BOT CHORD:2X4 No. 2ND ,19"�SP, BOTT 0 ;10 ; - / -_-o X19 �SIPv, >vL.D�FL @1$- 39 < L 360 WEBS . 2X4 No-3 . SPACING • 24 0--' 4 cw' . � REPETITIVE STRESSES NOT USED NO. OF MEMBER`S 2�� ;�'• � , ' • • ••• • /� Yq F LOADING STRESS INCR'eA9E •LOADIN(T • PANFiL(P�f•� i jbINTS(LBS) � n:r°�i LUMBER PLATE 0. iT tE• • •• • • • { `+ryo- ;x-�- 1 1.33 1.330 UNIFORM" '2- 4='40 04- 9= 203 9-11= 90 12-14= 20 14-16= 45 17-20= 45x�20�Y="d20� U f ' CONCENTRATED 14= 787 20= 787 CHORD: 16-17 T8 1 2X4,0 Re.; 19 ASP ••••• ••••• ��c9 CHORD: 17-18; 18-4fr•19-20;•20-2q;21.1 TO BC 2X4: A,19• SP "��:-•• [, WEB: 2-21; 8-17; '7-15iTO 4 2X4Jc..aND 19 9P • • � BOTH END VERTICALSOMM NVtRPOAD. ' ••• •••• 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .1310 in. NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .1310 in. NAILS 12 in. o.c(BOTT. CHS.) Fnr Wahc amp 1 RnW of WATIS 12 in_ n_r_ i •,,� ,-: ',•,- -�:: •�°•-`.;S 3.ice�;am z..,,„.s NLAlt MUJI bt 1NJIALLtUjUN tA. YALt UY JUINl,JTMMtlK1LALLT(LALtNI AJ bHUWN)UtblbN LUNhUKMJ W/NUJ UtblbN JYtLJ, JJ15U,ANJ1/IY1-Y7 THIS DESIGN IS FOR TRUSS, FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. i • ••e• • so*** • 060.0 • 4,00: • s • • 0000 • • • • • + • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • •+ • • • e o 00 • •• • • • 0 0.00 • • + 00• 000 i ••o•• • • • • • • • • • • • •• ••• • • • •••+• • • • t 000 00000 0 0 000 0000 � - 'his safety alert symbol is peed totract your « •si ;"(� `" •� `x; r atbentlon!PERSONALSAFETYISINVOLVEDI When is dioansK • you see this symbol-BECOME ALIRT .,NEED ITS AW '� " "semi otus nai t. MESSAGE: d CAUTION: A CAUTION identifies safe operating a A INGdescribes a carditlor practices or indicates unsafe coriditlons that could •dtoris col n besultll result in personal Injury or damageto sfnictures. severE a�l`w` oc V e bo strirctiires. U P�-- H!I B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING &BRACING METAL - -TRUSS PLATE lNST�TUTE PLATE CONNECTED WOOD TRUSSES ® P mad , ape ltisthem=nsibilitvoMeinstallerfbwkf buildinacan6actor Hmnsedconfr arMr h16s industry, but E4 due to the nature of respon;w0es imoived, efOctororeredron aaaMt=to piropedvireceNe unApad shn hardie mw panted as a guideJbrtheuseofsqyqF41N¢uiding designer orhvdager.Th bace metal plate connected wood busses to protect life and m mdv instWier the Tntss Plate Inst@de,lnc e ry rawns�biay odma mustexercisethesanie high degreeofsafetyawarenessaswiih anyothersbuctuai arising from the use, appkation or the moormnendHoW. material TPI does not intend these reconsrrendations to be Werpretad as superior idN,,zd contained'i ein bybLd1 ft /!• inswbrs,andWwnt a*yn to the project Architects or Engineer's design specification for haw&V,instdow O by Tmss Plate Irrs@rrte,Inc. All ngf&"Arved.This doarnrerdlor airy and bracing wood trusses for a particular roof or floor.These reoonarrendations are thereof must not be reproduced Ina[*%ftfwdhout written permas d f based upon the collective experience of leading technical personnel In the wood pubtisher.Printed in ft Unfed StaftesgfAmoriw. _ „ a a CAUTION•Thebuftder buitdingeontractor "•`+"�' """` ctngs6ouidbenoi � coirtractor,erectoro�er+einloncontracbor'Isav'�s won A Ito obtain and read the entire bookiet"Comm um Of 216d rand Recommendations�rlaniiQng,` alge ror �tt �• Bracing MetalPlateConnectedWoodTn rlsses" IIB�= o •y er. �1 " _ n io s .TRUSS-STORAGE -.* K^,z;; '� °tea t_. CAUTION:• ''�ss to ,�..-:• •• ' ' a x loaf°" orr rvuQ :••-;;= �'• .a•a even surfaces ':'�-�i Tl4'damage t0 the t a a a l f marl llaal r M a a •1 too* a �(• >!•! la la 4 a at 4 wp W-1 0. 8•'10• CAUTION:,Trusses stored hhorIwnt y should be is �• + � IA".supported on blocking toAL'i+rev�entexcessi shored verticallX should t. at bendin'nd ie"iu'Fliblsdrr e vp I ARNING• Do notbra band ft—1tillrlshfiIatlorP� ' 1 � °6irtidiea ilghf u`riite: begiimZCare should be=exercised to }S u E `'�ianding`t"�""` n •rl .rl,•r nwx-r M+r•t' -3•SY r�h ` P(tI '• «if a S mova'�to avoid s iiRl' indivl a""i JSS�..= p �r�j o =WARNING'= � ant 1 ; bands.Da riot use damagedaru�es�-�- _; � • • • •««• • • • •« �84 _ • • • .YARMING.Do not•YJ'O1 ""'- - °�' r�" ,,""4 w Mach(ambles, chains, or ` truss t'� s alts A-hooks to the web memtiers. mom w.�; ,-••,tee;°� -� .,,. � .- -- 60• MECHANI ;A or less or less 1.' iNSTA"1J` iIONj,`; Tag Approximately Approximately Tag Une '/a truss length '/a truss length Une russ spans less than 30'. = - Ming devices should be connected to the truss top chord with a dosed-loop Spreader Bar attachment utilizing materials such as � - slip gs,chains,cables,nylon st►aPP�9, - _. --• _ �10 � Toe In Toe In etc. of sufficient strength to carry the weight of thetruss.Each trussshouldbe set in proper position per the building > designer's framing plan and held with Approximately the lifting device until the ends of the Approximately '/a to i4 truss len truss are securely fastened and tempo- = 'PS t0'Y.truss length Mess than or equal to 60' rary bracing is installed. r., y=s• Greater than 60' Tag Une Spreader BargpreaderBar Toe In Toe In ;sJ x `• -- �'ght , Approximately - Approximately - _ 'h to i5 truss ken h .* = - `..,_ i9 to '.truss length -than or equal to 60' Ta$ ;:=--°'Tag s -`p�.; `V'Qreater than 60' _ Une �T^ ' CAUTION:Temporary bracing shown In-this sum - ladon of` f ` trusses with sIm(farogurations Csult tiaterefit 3: A bracing arrangement desired:The engtrieel'tl `� �s1 Re6imfll ended DiA n- ecN tailor for ems' nn o Trusses,DSB-89,and In some ses deterintne otfiat Y_ GROUND BRACING.-BUILDING,INTERIOR GROVN(f bW1Nd! WILDING.EXTERIO 1= i Top Chad �.. _ affillchomm Plan IT anxind Ell Blocking ( P: Maw Chord 013V v sB(a tho�d hraoa � diagoeala(aBp1 ' @o=d 1sao� .wa°al(OBy) s " aea Orowed of z kzs strut —yd,t�bt�ariao�lMno�barwith t�nOOf rls-'ftaaS'�J Est+°_Rr' 'T (Fm Alk ItAW -,jy �,ilp(�rO sue: • �N: ri$lnd r u Frame� =°=J• - .-- _- ° . -_ ••••• • • • • • • • • • • • • • • ••• • • • •• •• • • • ••• ••••• • • ••• •••• r �, P'CFIORD owl t= BPACI8' 20 Over 32'-46' 1 4/12 1. 6' 10 Over 48'-so' 2 1 5' 8 Over 60' See a registered protesshmal engineer DF-Douglas Fk4A eb SP•Southem Pin HF-H06:94' r SPF-Spruce-Pint Continuous Top Chord Aft lateral braces lateral Brace-� lapped at least 2 Required 1?or Greater Attachment = r ' Required Lj Topobotd dMarNdraW rooedcanbucMe togetherandnuaeoollop00it" ioaodiapo. nrbivahw ,OLpand6reoI gehaddbemM4d to the undreidedertopoI- 'wow ** - r.assahedtomaep.id.een»tepawrd OfTCHEU TRi - �;;,�� ,�Falluretofollow reco _ + ;-•�*�;�.,� �`s@'V @r@ pertiOrfatlnJU° �o`�r�el l gta"�tus�� - '•-"� :.T4 :s.i-..y1lc.ci�yY.4sw r.eo:„ = •4,ti,'i �' ; ;;,rr;;;:y;u: %- W .r.o•..__=7W„»y.-•-._-231 '�L[.`tCi' ... •�. '" i , ,. MINIM '- , . -_ TOFCHORDv-.�� a� - :r-��.'�.;•=_•: �' �?_ _ . - UMc ,TOP CHORM Dif1GONALBRM4CE - r PITCHr' CATERAL.BRACE SPACING'Zp,, , SPAN DIFFERENCE SPACING( ' - U to 28' 'SP DF= -SPF HF� �► 2.5 7' 17 12 Over 28'-42' 3.0 1 6' 8 1 6 r d/ Over 42'-60' 3.0 1 5' S 1 3 Over 60' See a registered professions engineer OF-Douglas Fir-Larch SP-Southern pins HIP-Hem-Fir SPF-Spruce4Pine4:lr Continuous Top Chord Lateral Brace All lateral braces Required —�-- lapped at least 2 trusses. 10'or Greater Attachment Required fee • 0000 Top ebeMetbat w&WMaity braced c. !� t0gMwaedeaweeouape•dthereia • - nd taarL116 okgwW bracing elwud • • • tothe undraide d the top chord whe • • • • '- '�� _ an attached to the tepeide of the top • •• SCISSORS TF ..... . . . . . . • . . . 0000 0.0 00.00 . . 000 0000 Y c + .r .r All I .,r _ 7L . .�.� . .rte A • ` : • • • - �� .23Z�er- • - - - _i _ `..�...".T'_ ^'^^,,'� _..may.... ' �►��►►stir ° o .d. tcocl m M cp � = H E � O"am �� C o EE m 1af ,N,j r, VCC F- a eg Ag JA AwlLM Fw it '1 ry LM% �� .1�8.0..� .fir:. '�• •b ' • • c •� • OL lict t,�PQ 104-"•' d g 2�, O P •••••• ..... Q � 3 lip �p :i IL �. �! 74 12- r A%1.1q, , 7r, TOP�CHORD,": DIAG RACE `LATERAL9 ONALE" ,'MINIMUM, 11 PITCH-- S13r, ACING%L:'. -h-, T UP to 24' 3/12 17 12 6 sI Over 241-42'1 3/12 E7 . .................... 10 10 6 Over 421 6411 3/12 6- 6 4 Over 541 1 Sees OF:Douglas Fir-Larch HF Hem-Fir SP-Southern Pine SPF-Spruce-Pine-Fir .0, Ali lateral br.- lapped at let, Diagonal brace trusses. also required on end verticals. Con*wmn Top Chord Lateral Brace Top dw Aawfte e.r upbncedcmb w*lo Required tod-underoweefffatm 1(ror(Irmeate Aft. *,MONO TR uss" Requlmd WARNING:.Falluietofbilowthne avwere, 6rsiional lnj-'�w"w-ft" 101 S--L�] or ai'miew Saw 4110 .PLUMS Dan)'' 12- 1/410 it 1 Lir of • 94201�or r 361 31V 3- 6W 1-1/r 51 72" 1.1 6. Lab) Lan) 'N 1-3/r T" 8. 1cw 91 6. Depth 9. .....�- ...... .. ... ... i, Dan) ......... t U Lesser o f d or r Sir 1140 4.2! 20M 1. 1Lr &Y4 • go Maximum 46, MIs Plumb: a"ent ior Vr 8.3' 1-1/4" 20.81 Line • • 25 I-11 go** 00 0 0 go 1501' 31 • 12.5' 300• 1-1/2* 25.0' OUT-OFIPLUM13 INSTALLATION TOLERANCES. ,' OUT-pr 4'LANE. rn EFI 0 CES..; ING rups.--k �9- M v -M, 0 *see ••• 000 • s-u • STANDARD LATERAL WEB BRACING pwmw By mu TRUSSES 0 24" O.C. TYP.-----%,,,, 1x4 or 2x3 LATERAL BRAS PER TRUSS DESIGN WITH NAILS PER WEB FOR FOR( UP TO 4600 lbs. FORCE! EXCESS OF 4600 lbs. REC 2x6 #3 OR BETTER. NOTE PROVIDE X—BRACING AT 20'—C' INTERVALS FOR WEB FORCES l TO 2509 lb& AND AT 10'-0" FORCE GREATER THAN 2509 It END OF BRACING MEM. R NT O -BRED PoXBRACD AS NOTED LATERAL BRACING OETAI ON THIS DETAIL ALT. LATERAL BRACING DETAIL 10d 0 6" O.C. TYP. —� TRUSSES 0 24" O.C. TYP. T—BRACE SAME AND GRADE AS V T—BRACE WITH WEB (fig MAX.) 10d NAILS 0 6" 0.C. TYP. n % A l r-T"1 r-r—n Tl /1.A I T A UCM Jtu 11 UN UL I /A NOTE aq N BRACE MUST BE 80% THE LENGTH f ,. •••• , OF THE WEB. •' �, y - ' a THIS DETAIL IS TO BE USED AS AN �ALTERNATE FOR CONTINUOUS LATERAL`, , t,� x•. DI��j VIN V.••• • •••• / , .at3 ��-��. l, � a, G, �9 MINIMUM GRADE OF LUMBER TPI-92 Crit. Q F n. REFER TO SEPERATE : •.: • ' : : 10• ' �jIFIC w B.C. . . ,� ENGINEERING DWG. Ste�ised;• •. •.• '' c►`` .,, Webs LOADING i (PSp S •• Ft -- ATE OF ..... ST A. • • • . . • • • . • •. •• • • • - S-VAL STANDARD ROOF VALLEY DETAIL i pWARm BY MAI 44 2x3 (typ) See note (a SUPPORn Strap ® 48" TRUSSES o.c. see note (c) below 3x . . t 5x6 spl. (typ) 3x6 spl. (ty Supporting trusses at 2'-0" o.c. Max J 11 NOTES: v�u.er TRUSSES (a) Provide continuous bracing on verticals VALLEY AREA over 6'-3". Connect bracing to verticals w/2-8d nails and bracing must be tied to a fixed point at each end (b) Max. spacing 'for vertical studs= 8'-0" PARTIAL ROOF LAYOUT - Or.- trusses with spans over 24'-0" the vertical should be spaced at 6'-0" o.c. (c) Conn. for wind uplift w/ min. 1 1/4", 16 go. twist strap at V-0" intervals W.A. 10d nails each side of strap. 12 Max 120 mph wind speed, 201-0" Max pitch wall height. (ASCE-7 188) Supporting Truss 4 to 7 Valley trusses at 2*-0" O.C. mux. L—L Note:Plywood sheathing may be extended below valley 6" wedge nailed to truss w/2-8d toe nails sttraases. o opening for sps to Conn�t to trusses or bevel cut bottom chord of valley truss. below. 0 toe: • R V.4I30I96 JAI C MINIMUM GRADE OF LUMk-R TP1*92*Crii "' '••• oo Gk,�ttF�c,q T.C. 2x4 No. 2ND 19 SP 5FBC-95 B.C. 2X4 No. 2ND 19 SP••� ••Rev4ded!:' •�• •• Webs 2X4 No. 3 19 SP ; :7�y l04 : o o y',C • , 1 G', L STATE OF LOADING (PSG STIR. INCR.: 33% �G/ '••••••• G� L [T P R AWN.AY: P.G.. _ ••• a Srt R W E.� TOP 30 t$ C>;IrCKFp R1• .141 _ - - _- IYIk?AOt+--L AN DADE COON. FLQRI METRO-DAOE FLAGLER BUILDII METRO-DARE FUIGLER BUILDII PRODUCT CONTROL MIAMI.NOTICE OF ACCEPTANCE too F MIAMI 3313E ,E .FLORIDA 33130-i: Hughes Manufacturing, nc. (305)375.29 g FAX(305)376.29 11910--62 Street PRODUCT CONTROL DIVISI( La got -FL 33543 (305)375.24 FAX(305)372-63 _ Your application for Product Approval o: - Wood Conrse am under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and - Types of Construction,and completely described in the plans,spellficatioas and calculations as submitt Applicant (For listing,set Secti0l7 S of this Nonce ofAcceplance) has been reeommended for - �xeptance by the Building Code Compliance office to be used in Dade Coon-ty,Florida under the specific conditions set forth on pages 2 et.seq.and the Standard Conditions - on page73. - - This approval shall not be-valid after the e*ration date stated below. The Office of Code Compliance - reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant forte duality control testing. If this product or material fails to pmform in the approved maamer,the Code - Compliance.Office-may revoke,modify,or suspend the use ofsuch product or material immediately. Th applicant shall re-evaluate this product or material should any ammendments to the South Florida Buildh Code be enacted affecting this product or material. The Buirding Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this = product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. - - Acceptance No.:97-0205 03 - Expires:08/21/00 Raul Rod 'guez Product Control Supervisor THIS IS THE COVlERSHEE'T,SEE ADDMONAL PAGES FOR SPECIFIC AND GENERAI CONDITIONS - -BUILDING CODE COMMITTEE this application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. • 0000 • ••• • •0.•• • 0000: An(,L►r _ • 0 0.0 Dircctor • •00• *bee: ••••• ••••• Buildins Code Compliance 1 Approved:08/21/97 4- Metropolitan Dade County • • • • • • • • • • • Internet mail address:Postmaster @buildingeodeonline.com Homepage:httpJ/www.buildingccdeonllno,com 00:0 0 000 01P • • •0 0• •••• 0000• • • ••• 0006 APR 07 '99 11:21 FR KjGHE5 MANJFAcTuR I NG 8135358199 M 13054776594 P.W/09 Hughes Manufacturing, Inc. ACCEPTANCE NO: 97-0205.03 APPROVED : 1116 2 1 199 EXPIRES : A(16 2 1 201 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS' 1.0 DESCRIPTION: This approval pertains to various sheet metal products designed to connect and/or anchor structur wood members in accordance with Section 2906 of the South Florida Building Code. The followi items are covered under this approval: Joist Hanger Strap Type ST 18 & 16 GA. Joist Hanger U-Type UH 18 GA. Extra Heavy Connector EHUH 14 GA. 1.1 Joist Hanger Strap Type o • 0 0• e o 0 0 00 0 e 0 60 •� c so p C $ 1, • 0 • o A�-1Al Candido Font, PE, Sr. Product Control Exam • Product Control Division : : : : . .. . . .. . . ••••• • • • • • ••• • • • •• •• ••• •••• ••• ••••• • • Hughes Manufacturing, Inc - - ACCEPTANCE NO: 0-0205.03 APPROVED _ : AUG 2 1 19! WIRES : AUG Z t 20( NOTICE OF ACCEPTANCE:SPECIFIC CONDMONS Product Dimes F Design Loads = Cade H A C W Header Joist Down Up ST 201 i3'/." 3-518" 5'/." 1-518" X16d 6. 1 1170 705 ST 240 I 13'/." 3-518 5%- -3-US" 8-164 - 6-16d 1170 705 ST 401 INV 3-518" 5%." 3-518" 9-16d 6-46d 1170 705 ST 202 - 17'/" 3-518 5'/." 1-518" 12-20d 6-16d 1965 ST 2-202 .1T/." 3-518" 5'/," 3-i/8" 1Z-ZOd 6-16d 2100 725 - ST 402 - ' 17'K" 3-518 5/4- 3-Mr 12-20d 6-16d 2100 725 - - - ST 424 _ 24° 3-W 4 S'/T 3-5J$" .12-20d 6-16d 2100 7255 J-_ - Note U-N&SOP-16 PUFmsd Bud=is puge -2)Pmemdm of faumas in Invader is r for 16d na&and!-IV for 3d sails - 3)Nails oa W Ix,dcess mWbmj=gm0u0mbcdjiv en thronr,,6 bosh plans. 1.2 Joist Hanger U-Type I8 Gauge o - 0 0 H— 5555 ... 5555. 5555 - • 1. • 5555 • 5555 dido Font. M Sr. Product (:antral Exam . 5555 . ; product Control Division - . . 5555 - .. . . -2a- . . 5555. 5555.. . • 5555. ... ... 5555. . • MOW Mannfactnring,Inc ACCMANCE NO:.9742 MO APPB0VED ; AUG 2 1 1� EXPMES :AU=2 NOTICE OF ACCEPTANCE:SPECIFIC COMMONS 10 CONDITIONS OF7DiFMG*. a) The approve prcducmAall bemade ofgdvaoimdsmd cs&ming to ASTM A44b stn gMirtY grade A(min.7Wd33lai)and amini==coating of GM=cording to AS'tM' b) Allowable loads are based anNationat Design Sp rions forwood construction 19`• Edition and 1993 E= c) Design loa&=far Sonshm pine spec ezc* with a c gravity of CU5. Allowable is other SPCd=or=cftm shall be s4nsted accordingly d) Fasteaas are commoavim zu*t&lag=ram or boils for single shearas showed and not the apPmvai e) All test were condumdinaccmdan=vd&ASIM D-1761 Allowable loads forvrind Waft have already be=iam=dby a dumdnn load factor of and no other m* m=srisall iv& 3.0 INSTALLATION: All installations shall be in ice with the manufacalmes insttucsio this Notice of Arc and the appiicabie sections of the South Florida Building Codes 4.0 All approved products shall be pernanentiy labeled with the manufactuuer's logo including the manufacturer's name and the Dade County Logo; in order to identify than ail times. . .... . ... . :.... . .... . . . . . .. . . .. . . .. >w •• lido Font, P Sr. Product Con=i . . . .... . . . product-Controi Division ..... . . . ... . . . ... .... ... ..... . . Hughes Manufacturing.lac ACCEPTANCE NO. APPROVED EXPIRES = .? NOTICE OF ACCEI''TANCE:SPECIFIC CONDITIONS Product joist Dimmsiaas Fastener D La Code - Sac W g Ate. Joist Dawn U, _ EHUI�Za- ZXd b 1 Jt" 5�/.^ 3W 204 10-40dX 1.5" 2335 IZ' EHUH Z6 1 " •5 " 3W ZD-HVZOA IO HN20* 3160 17.EHUH ZS S 1 !" 7y" ' " Z&i6d 1440dx 13" 3470 EHUH ZS8 !J� 2&HNZOA 14fMA 4110 ZS EHUH 21 !0 i Ja" 9�/1," 37,-1 16aOd�c 1.5" 39b5 Zi EHUH 2110 Ilium 9%s 3y1• 164RIZOA •4700 EHUH 26:Z •(2)Zx 6 3 J�" 5 e 33�" Z7ri6d - 11-i0d 2875 16' F3�IJH26-ZN (2)2x6 39 fi S 4" 3ry�" Zy-�IIV7�l► 114eM& 3295 Zl� (Z)2-x S 3'16" 7 " 33�" 3&1 14-1Od 4185 . Zl: EHUH Z8-Z11!: (Z)2-x8 3/a l� 335" 3Z4eU.DA 144eWA 14775 �'•' - EHUH 2&3 (3)Z x S 5 l�" :6 " Mr 4046d - 1640d - 5190 7M gWWo 2&3N- - (3)Zx8 i 6 �s" 3y3" gafg�� 16•HNZOA 5335 �! • EHUH210-2 •(Z)Zx 10 31l17 la - 3r" 14846d 1640d 5190 2& EHUH 210-Z N (2)Z x 10 •3 l;" li - 3H" 40.HNZ0A 16-11NZOA 5335 EHUH 46 4 x 6 3-11A l�' 335" T1ri6d 11=iOd 2875 16�' Ei�UH 46N_ 4 x 6 3 rvI = 3 " g ZOA .l I-iiNZOA 3285 u`•' EHUH 48 4 x 8 3 qjl" 1t" 33�" 32-46d 14-i0d 4185 Zl:i EHUH 4SN 4 x S 3716" 71-c" 3W 3243N20A 1446GU 4775 EHUH 410 4 x 10 3 ls" 3 w I -40-i6d 16-40d 5I90 27i _EHUH 41 ON 4 x i0 3 J,g" g/�" 334" 40-1 20A I&M2OA 5335 No= . 1) Peon offaste—w-m fieadGis Z" for i6_dmil and lw for H N20A. Z) - Feaesrat wof in joist is IDr. . .... . ... . ..... . ....: . .... ... ..... • ... . . . . • go . . . . . o: . . .. . . . . . . .. . .. lido Font. MS.Sr. Product Cantroi I • ..• product Controi Division . . . .. .. ... .... i an Ila Is qed *foe. d gcihes MSII &Int. - _ . AC 'MA. PI NO: APPROVED - EXI'TRES = AUG NOTICE OF ACCEPTANCE:SPECIFIC CONDITIONS 10 EVIDENCE SUBMITTED: Laboratory - Test Data Sign: - PT. Inc#96-0907- ASTM D-1761 - 1010?196r - CR C, - P•I•.Inc.#96-0904. _ ASTM D-1761 09130196 CR C PT,1=X96-0903. ASTM D-1761 I L06196 CIS C p'�,Inc.X96-090Z ASTM D-1761 11105196- - CR C - PT,Inc ON-1009A - ASTM D-1761 OL29197 CR G *,h=X96-1015- ASTM D#761 03104M CR C Drawing&Catdulations -Psges Data ED, M2ci,&=Zizi2 1= I to 27 KUO= 'a�Inc t to 15 _ 1?115196 'IF D fth= au&=Zi= Inc 1 m Z4• OZlZ8196 TF D; • , •.•• .... .... • ... ..... • ... • .•. • • • • • • •• • • • .. C�dido Font. PE. Sr. Produce Cor, ... ..... Product Camrci Division . . . .. .. 000 •.•. Hughcs Manufacturing, Inc ACCEPTANCE NO:97-020&1 - -- - : 2 1 EXPIRES =Him 21 NO'T'ICE OF ACCEPTANCE:SPEC FrC COND1'I'IONB Product Joist Dlfhm ons Fastme n Desiga Loads Code Sizc A B H W V - .lam Md 20d UH 24' 2 x 4 - 3" t" 3%" 1 3'/: 4 Z 580 �e II 1U0 °Jo UH 26 Z x 6 3". to 5'/." ["low 3Y; 8 3 1160 170 1400 UH 28 2 x 8 3" 1" 7y" t i 3yY,, 1 12 4 1740 1735 2100 UH21aaj26 Zx 10112 3" 1" 9Y: low 3w lb S 2320 900 2800 UH ti•?6 (21 Z x 6 .3" 1" 4*- 3 � S'A" 8 3 1160 — 1400 UH Z•a (2)2 x 8 3" 1" 6i6" Mew •" IZ 4• .1740 77S 2100 loo UHZr?10 (Z)2x 10 16 5 2320 96S 2800 UH 36 30 3 jm7r P Z i •1aY: 8 3• 1160 — 1400 UH 38 3 x 8- 3" r rA 4'Y: 12 4 1740 775 2100 UH 3 101312 3 x 10/12 13" 47 s 4Y: 16 5 2320 965 2800 UH 46 4 x 6 3" G 31Q Me" 10 3 1450 — 1750 UH 48 4 x 8 3" �" 3 5'/i" 14 4 2030 245UH 3-210 (3)2 x 1 O 3" 16 4 l� 61� 18 6-- 2610 1 160 3 I50 tte Noses 1) Nas on jousbe Io�m bab msdCiUed• 31 _PmumdonofCs mmcrisltesdersadjWz9mlbo 16d Zr31dtb WWII 1.3 Erna Heavy Cora ct= 14 tOntnte 0;00 d' - ... Candldo rant. PE,Sr. Product Control Product Control Division ... ..... . . MLIMbDADE:CGL+VTR,f METRD-OADj FLAGLER Bt BUILDING COOK COMPLIANCE MIETRO-OADE FLAGLfiR B PRODUCT 140 WEST FLAGLER sTREET,SL CONTROL NO'1C1. E OF ACCEPTANCE (305) MIAMI.91 FLORIDA( osi Southeastern Metals �iaaufacturing Co,, Inc. 11801 Industry Drive CONTRACTOR LICENSINC S Jacksonville (303)375-2527 FAX(305) !L 32226 CONTRACTOR ENFORCEMENT SI Your application for Product Approval of. nos)3�s•T C FAX L 0 Truss f(ange1 A Straps PRODUCT CONTROL DI (303)375•29M FAX(303) under Chapter 8 of the Code of Miami-Dade Count Construction, and completely described herein has y goveming the use of Alternate Materials and Z County Building been recommended for acceptance by the Miam g Code Compliance Ofi`ice(P;CCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below. BCCO reserves prodtl;.r or material at anytime from a jobsite or manufacturei✓s plant for uali s the right to se If this product or material fails to perform in the approved manner,BCCO may quality control testing. the use of such product or material ' Y modify, determined BCCO that p immediately. BCCO reserves the right to revoke this approval, f this product or materil!fails to meet the requirements of the Sou•.,h Florida at Code. The expense of such testing will be incurred by the manufacturer. Acceptance NO.:98-1016.06 Expires:01/IIR002 Raul Rodriguez THIS IS THE COVERSHEET,SEE Chief Produc.,Contro: Di AIIDITIQNpL PACES FORS lECIrIC AND CEP.ER; CONDITIONS ---___ BUILDING CODE& .PRODUCT REVIEW COMMITTEE This application for'Product Approval has been reviewed by the BCCO and approved and Product Review Committee to be used in Dade County, Florida under the conditions the Building set forth abo, rancisco . Quintana, R A Director Ap Proved:0a/15/I999 ! of� Miami-Dade County Building Code Compliance . .... . ... . ..... . .... sot c.rnet 'Fail �u�dln oddr�ss!adsimaite�• • • • • • . • Cc0da0nilna.com • • .. • • Rcm&PGtt-"bliPlf/www.buildinecodeaniine.com • • • 4444 • • • � • • • • • • • ; • • • 4444• : • • • ••• • • • ••• 4600 ••• 44449 • FOR TECHNICAL INFORMATION: 1 800 SE SPECS Souteastem Metals Manufacturing COM Inc. 1-800-737-7327 HEAVY DUTY TRUSS HANGER N Lv.t Design Features: • Full 3'seat for higher loads and longer truss spans. App - qZ_I p kj,,p6 • Wider header flanges for easier nailing using standard nails. Materials: 16-12 oauoe qatvanized steel DIMENSIONS F ER ALLOWABLE LOADS H SIZE CODE GAUGE FLOOR ROOF WIND/ PER CODE W N D HEADER JOIST DESIGN DESIGN EARTHQUAKE CTN LOAD LOAD UPLIFT UPLIFT 100% 125% 133% 160% 2x6 THDS26 16 1 518 5118 3 18-164 14-10dz/12 2335 2490 1285 1285 40 w - o 2x8 THDS28 16 1518 7 3 28.160 26104x112 4090 5110 2450 2450 30 THDS 2x10 THDS210 16 1518 9 3 38.16d 26104x112 5550 6935 3180 3180 20 1314x912.14 THOS1795 16 1718 8718 3 3616d 26106112 5550 6935 3180 3180 20 _ I 2x6(2) THDS260 14 3118 4318 3 1616d 14-104 2615 3310 2215 2130 10 zy 2x10(2) THDS21 D 14 3118 8114 3 W16d' 26100 4115 585 6985 35M 3550 10 4x6 THOS46 14 3518 41M 3 18.16d 14-104 245 3310 2215 2730 10 4X8 THDS48 14 30 6 3 1 26160 20.104 4115 5145 3255 3550 10 4x10 THDS410 14 3 5M 939 3 38.16d 26 985 10d 5565 6 3550 35M 10 2X6(2) THDH26-2 12 37116 F i14 3 20.16d 8-16d 3735 4670 1250 1500 10 2x8(2) THDH28.2 12 37116 7 3 3616d 1616d 6210 TM 1560 1870 10 J}. 2X10(2) THDH210.2 12 37116 9 3 46-16d 12.164 7845 9255 IBM 2245 10 4x8 THDH48 12 3518 5114 3 26164 8.164 3735 4670 1250 15M 10 4X8 THOH48 12 35M 6111161 3 1 36164 I 10-16d 6210 7765 1560 1870 10 4x10 THDH410 12 130 1 8 7fl6 1 3 1 46164 I 12.164 1 7815 1 9805 1870 2245 10 FOOTNOTES: Use all specified fasteners in schedule to achieve values indicated. INSTALLATION: Load values ail based on trusses. SEE GENERAL NOTES: 1,Z 3.4,5,6,7,S,9,10,12 CODE COMPLIANCE: Engineers sealed approval available upon request Submitted for a National Evaluation Report (NER9 Penamg). STRAP TRUSS HANGER 2;2 Vr Desigg Features: This multi-purpose truss hanger design bends to fit a variety of configurations including overhang or face mount installations. SHP Materials: 16- 16 gauge galvanized steel FASTENER DIMENSIONS SCH ALLOWABLE LOADS M SIZE PRODUCT GAUGE . FLOOR ROOF WIND/ PER " CODE DESIGN DESIGN EARTHOUAKE CTN JW H ®S HEADER MIST LOAD LOAD UPLIFT UPLIFT 100% 125% 133% 160% w - 2X SHP29 18 19116 9112 2112 26-16d 6-10d 2715 2715 755 755 50 2X MSHS29 18 1" 9 2 14-16d 10-10d 2045 2555 1375 1650 1 50 1 rro'"`�l r W 2X MSHS213 18 1518 13 2 14-16d 10.10d 1 2045 2555 1375 1650 25 y��t�` ss 2X MSHS218 18 15/8 18 2 16-16d 10.1 920 04 2335 2 1375 1650 25 TOP MSHS 2X MSHS222 18 15181 22 2 22-16d 10-10d 1 3210 3500 1375 1 1650 25 MOUNT 2X(2) MSHS218-2 16 3118 18114 2 16-16d 10-110d 1 2335 2920 1625 1750 25 f)� 2X(2) MSHS222-2 16 3118 221/4 2 22-16d 10-10d; 3210 3500 1625 1750 25 ` 4X MSH$413. poellie B&S 14 •E• 414-1811*• 0-10d I 2045 2555 1 1625 1750 25 4X MSHS418 h6 30 18 .2 16-660.40-10d 2335 I 2920 1625 1750 25 --, - 4X MSHS422. .;16 15/8 22 •a• 22-16tl••4I0-104 1 3210 1 3500 1625 1750 25 __ _, FOOTNOTE: Loads values are based on tusses. - I INSTALLATION: Use all specfied fasteners in schedule to achieve values indicated. FACE • Strap maybe field4ormed over th&.geader a minimum of 11/2',for top mount. ; • • •AkematA'I enmo schedte ilrairdble upon request. MOUNT SEE GENERAL IJOT�S:1:2,0,4,5,8 10• • •• • • CODE COMPLIANCSic •S 6.C.C.1. 99166:A9340,Vf1Rd DADS COUNTY REPORT 992-0830.4,Submitted • 1193 for;hatlonal Evaluatio Report(HER#Pending). 45 Southeastern Metal ,m f Co Inc ACCEPTANCE NO: 5-1016.E APPROVED : APR IS EXPIRES 0141120 NOTICE OF ACCEP'T'ANCE: SPEC IC CONDITIONS i SCOPE 1.! This renews and revises the Notice,afAcceptance No.95.081 S.1S that was issued on 01/11196. It ap WOW connectors;as described in Section 2 of this Notice of Act F Florida Building Code(SFBC) eptattee,designed to comply with the as determined by SFBC Chapter 233,,do not xceed the design load indicated in in locations e rove where�e act 1• PRODUCT DESCRIPTION PP drawings 2.1 The Semco Wood C cturs shall be fabricated and used in sari Drawing No.95-0818.15,titled"Truss Hanger and Stra a , u compliance with the following do, dated 11/17/98,with no revisions,sheet 1 n e a d 2.The e.Prepared by Southeastern Metals Mfg.Co. Control Approval stamp with the Notice of Acceptance number and approva daft by Miami-Dade Miami-D de ' Control Division.These documents shall hereinafter be referred to as the approved drawings. 2• LZUTATIONS 2.1 Allowable loads are for Southern Yellow Pine with a specific gravity of Oa3 and moisture content of 1! less. 7.2 Allowable loads are based on testing per AS1M D1761 and calculations per National Design SpeciOcat° wood construction 1991 Edition. _ 3• INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 4• LABELING 5.1 Each wood connector shall bear a Permanent label with the manufacturer's name or loo ci following statement:"Miami-Dade County Product Control Approved". g tY,state and 5. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved crawings as identified in Section 2 of this Notice of Acceptance eleriy marked to show the hangers and angles selected for the proposed installation. 6.13 Any other document required by the Building Official or the SFBC in order to properly evaluate t installation of these products. Candido Font,PE, Sr. Product Control Exami 2 of 3 Product Control Division • • • • • •• • • •• • • • •••• • • • • • • • • • •• •• • • • • ••• •••• utheastern Cc Inc. ACCEPTANCE NO.: APPROVED ;A EXPIRES _ • OT7 OF ACCEPTANCE STANDARD C�NnnTONS 1• Renewsl of this ActeptastM(approval submitted dacunr ) hall be considered aRet a renewal application has bcc j atmtion,including test Supporting data,engineerin documents,Z- Any and all 8 are no cider the followin statem°e::d Products shall be pennanemly labeled with the manufacturetls name,city,st Simi-Dade Comity Pmduct Control Approved", or as specifically stated i, condii;dns of this Acceptance. 3- Renewals of Acceptance will not be a) There has been a chars considered if• is not in Compliance with c South Fiotitda Building Code affecting the ev=1uu on of this produc b) The product is no longer"he�e tea' ej If the Acceptance holder Product(idturticai)as the one originally apptoYed; installation of the p:nd�not canpli�Kri�t alt the requirements of this acceptance,including tx d) The rngineuwho tuigi�ly Pared si practicing the engineering profession. ��and sealed the required documentuion initially subm, 4. Any revision or change in the material cause for termination aftltis ACCe s,�xWor manufacture of the pror rtct or prtxas shall autc revision application with n�unless prior written approval has been requested(through Vpropriate fee)and grtnied by this office. S• Any of the following shall also be a) (:nsatisf=cto funds for removal of this Aceeptanca: b) Misuse of this Ac�ctt��of this prod or or pis. l�as an endorsement of any product,for sales. advertising r 6• The Notice of Acre � 8 any other pure expiration date may be displayed nP�sed by the wards Miami-Dade County,Florida,and follower then it shall be done in•its entirety, advertising literature, jJ•�y portion of the Notice of Acceptance 7• A COPY of this Acceptance as well u a rov the user by the manuf ed drawings and other documents,whem it applies:,shall ar its distributors and shall be available for inspection at the job site at ai engineer need not reseal the copies. 9. Failure to comply with any section ofthis Acceptance shalt be cause for termination and removal of A 9• This'Notice ofAcceptance consists of pages 1.Z and this last page 3. Candido Font,PF_Sr.Product Contr • 6609:' ..... • • ••• •••0 END OF THIS ACCE"ANCEadua Control Division • • • 0.00 3 of 0 00• . • • • • ••• 000 •000• : i 0 i • : 00.0 i t • •• •• 0000 0000 ••• 0000• • • fall, f s 8 t y • 0 s (3 t f9 s z • -3- :� ' Zs � � ilk : Y C tig c(s E: >i e • f r 1 Tn►ss M a SOUTHMSTERN WCALS MFC. CO.. INC IV k� ° 11801 INOUSM DRIVE • • • JACKSMMLLE. FLORIOA 32218 . . . .... . . . ... ... ..... . . . . . . • • • •• •• • • • ••• ••••• • • ••• •••• MAXIMUM OVERHANGS. OVERHANG a• aIPTIONAt_ RETURN . LE13m EKL7 fl To 3HE ME DE W &M MAY t _ oveHAw WlmmT RETURN- wrn•1 R�uRN GRACE! of - 10 PSF SOFFIT 2 PW SOFFiT LUMBER 2X4 2X8 - ?X4 2X5 N0.30 19 SP 2-9-3 3-W-11 2-$-3 4-2-9 No.2 19 SP 2-9-15 4-8-i1 2-40-0 4-4-11 Nom -19 SP 3-8-2- 4-8-12 N0.1N0 19 Sr 3-8-2 4-5-6 3-0.O 4-5-11 Nal 19 SP 3-i-il 4-7-15 3-0.0 4�•�3 N0.10 19 SP - 3-3-0 4-3-i0 3-J-8 -4.1 Q 15 NOSS 19 SP 3-" 4443 oo ' �,�g. c�"; •' ';��;�"; s-t-g ,3•t•6 4-14-15 b�: is '�•' ...,3-j:��..: S-Z-{ _3'•' =�5 'ry �'4'�l • • • ••• • • {��.f•ihVr�,\��E.�p4 rep r�\� � � CASE-7 j": :1#r. MPj4 WINIP•0a6I,CAT C.1-1 �:a c :. j _"D N o� MINIMUM GRADE of L11MBW OffUr4t4b 0 " Y;f:` �r �� 'ti•■•• �A T.C. 2X4 Not2HD 19 SP TPF I-M'g CM t BC. 2X4 ON • C 35 4 Na3'19 SP •Webs ?3 . ..• �• � o rte• LOADING tPSF) STR. RM 33 '!. '' .1_ F '••. .•'��c�•� -- L -0 nRAWN BY . ,IA �� _� P�'S��+er JK q ES GH MANUFACTURING,INC. Wood To Wood -- SKEWED U HANGERS • Standard Skew 45° • Specify skew from 15° to 50', optional Shown skewed left • NER-532 • SBCCI Compliance Report No. 94139 90' Header • Dade County Approval No. 97-0205.03 Skewed Angles 67� Joist Measured from 0°Line 45/ 22.5' 0 16d Nails Fasteners 7 Design Loads Obs) Dimensions Product Joist Size Box Wgt/ Girded Truss/ Normal Snow Roof Wind Wind Uplift Uplift Code Box Box A BI H W Header Joist 100% 115% 125% 133% 160%1 133% 160% �f•' UH 24 UR 2X4 1 1 3' 1" 3-1/4' 1-5/8" 4-16d 2-16d 580 670 725 1770 770 360' 1360 UH 26 UR 2X6 1 1 3' 1' 5-1/4' 1-5/8' 4-164 2-16d 1160 1335 1450 1540 1540 720 1720 UH 28 UR 2X8 1 1 3' 1' 7-1/4' 1-5/8' 8-16d 3-16d 1740 1865 1865 1865 1865 735 735 20d Nails rest " r Design Loads pbs) Dimensions PCCode Joist Size �� Box Girded Truss/ Normal Snow Roof Wind Wind Uplift Uplift A B H W Header Joist 1009'• 115% 125% 133% 160% 133% 160% UH 24 UR 2X4 1 1 tTl" 3-1/4" 1-5/8' 4-20d 2-20d 700 805 875 930 990 525 525 UH 26 UR 2X6 1 1 5-1/4' 1-5/8' 4-20d 2-20d 1400 1610 1750 1860 1980 785 785 UH 28 UR 2X8 1 1 7-1/4"1 1-5/8" 8-20d 3-20d 2100 2415 2625 2650 2650 1110 1110 TRUSS/JOIST HANGERS, TUH-TYPE • Featuring Load Share Fastening System • Develops full trussroist capacity • 16 gauge galvanized steel • Engineered and Tested H • •••• • ••• • 00000 • • • • • •••• • • • • • • • w . Fasteners Design Loads(Ibs) Product birnenalins: • Code Joist Size •- G;IaI'erl Tmss/ Normal Snow Roof Uplift W H Header Jolet 100% 115% 125%1160% RTUH 26 2X6 50 1 /16' 5-5/16° (16 d ( )16d 3500 3500 3500 2000 28 2X8 1- /16" 7-1 6' 16cs ; 18 16d 3750 3750 3750 242 26-2 2 2X6 25: 3 3/8' .�l/h 1$ 16d 16d 3500 3500 3500 2000 ..28-2 (2)2X8 •M �r 7' (22)1 (10)16d 3750 3750 3750 2420 12 F UGHES LI MANUFACTURING,�^° To Wood i _ rt ;. �:: Wo od _Q y- HIP & JACK HANGERS • The first hip and jack hanger that works right or left hand. Face mounts to 2X6 or 2X8 girder chord • Easy nailing flanges avoid the plated areas. Impressions in seat to align with panel point for perfect location, or hanger can be installed after comer truss is set. tF • Heavy 12 gauge galvanized steel, 5" seat bearing LEFT RIGHT • NER-532 5. r Fasteners Hip/Jack Combined—Daalgn Loads(ms) HIP Truss Jack Truss Product Descrlptlon Dimensions Girder/ .- now Roof Wind wind Uplift Uplift Uplift Uplift Code Jack Htp - H Header Truss Truss 1 115% 125% 13 3% 160% 133% 180% 133% 160% HTHJ 24-18 Hip/Jack Hanger 18 a 3" 10-10d 3-10d 5-10d 1210 1395 1515 1610_[1750 545 1545 325 325 HTHJ 26-1 Hip/Jack Hanger 18 ga 5- 16-16d 5-16d 7-10d 2320 2670 2900 3085 13085 950 1080 680 780 HTHJ 26-12 Hip/Jack Hanger 12 ga 5" 16-16d 5-16d 7-16d 2435 2800 3040 3240 13635 1100 1175 785 840 HTHJ 28-12 Hip/Jack Hanger 12 ga 7" 20-16d 6-t6d 8 16d 3040 3500 3800 14045 14525 1255 1510 945 1135 TRUSS HIP & JACK CONNECTORS (HEAVY) • Material - 7 gauge (3/16") H. R. Steel X18_ _3-1n • Specify right or left • HJH26UR used with 2X6 Bottom Chord "I and minimum (2) ply member 1 • HJH28UR used with 2X8 Bottom Chord and minimum (2) ply member • NER-532 • SBCCI PST & ESI No. 94139 l • Dade County Approval No. 97-0805.03 0V.... ... .... • ••• Fasteners - Both Combined—Design Loads pbs) Product 'Wmeeislons ' ' ' Code Dpi cQPq°R ': :. ' 1,12acler, Header Normal Snow Roof Wind Wind Uplift Uplift Hip 'Jack • H Botts Truss Truss '100%0 lls% 125% 133% 160% 133% 160% HJH 26UR Hip/Jack Hanger 2X6 5-1/4" 12-16d None 7-16d 8-16d 2100 2415 2625 2795 3360 2220 2220 RtgrQ or Lift";' f2 isd 4"Dia 7-16d 8-16d 3335 3835 4180 4380 4380 2220 2220 HJH 28UR Hip/24&c langeg2X8 . .1/4" 16-1 d None 7-16d 8-16d 2800 3220 3500 3725 4480 2220 2220 Righioi 4.eft••:•• t&.46d (t?,04"Dia 7-16d 8-16d 4035 4640 5045 5300 5300 2220 2220 Notes: 1. The load applied by the hip or the lack may vary up to the value shown for that member: however,the combined load for both members may not exceed the value shown for both combined. u HESI r:j MANUFACTURING INI Wood To Wood EXTRA HEAVY CONNECTORS • Hughes EHUH Series connectors are designed to support heavily loaded 2X, double 2X&4X lumber or trusses • 14 gauge galvanized steel • Full 3-1/2" seat depth allows exceptionally high design • Annular Ring Nails are provided with suffix"N" hangers • Skewed 45° sizes available • SBCCI PST & ESI No.94139 • Dade County Approval No.94-0706.09 2r�a H 16" �W Dimensions-`° Fasteners ' �: = Design Loads(lbs) Product Description - Box W H AY Header Joist Normal Uplift EHUH 26 E.H. Conn.2X6 25 1-5/8" 5-1/4" 3-1/2" 20-16d 10-10dX1-1/2" 2500 1210 EHUH 26N E.H. Conn. 2X6 25 1-5/8" 5-1/4" 3-1/2" 20-HN20A 10-HN20A 2860 1930 EHUH28 E.H. Conn. 2X8 25 1-5/8" 7-1/4" 3-1/2" 1 28-16d 14-10dX1-1/2" 3500 1690 EHUH 28-N E.H. Conn. 2X8 25 1-5/8" 7-1/4" 3-1/2" 28-HN20A 14-HN20A 4005 2700 EHUH 210 E.H. Conn. 2X10 25 1-5/8" 9-1/4" 3-1/2" 1 32-16d 16-10dX1-1/2" 3970 1935 EHUH 210-N E.H. Conn.2X10 25 1-5/8" 9-1/4" 3-1/2" 32-HN20A 16-HN20A 4400 3085 EHUH 26-2 E.H. Conn. 2-2X6 25 31/8" 5-3/8" 3-1/2" 22-16d 11-10d 2750 1580 EHUH 26-2-N E.H. Conn. 2-2X6 25 3-1/8" 5-3/8" 3-1/2" 22-HN20A 11-HN20A 3150 2480 EHUH 28-2 E.H. Conn. 2-2X8 25 3-1/8" 7-3/8" 3-1/2" 32-16d 14-10d 4000 2000 EHUH 28-2-N E.H. Conn. 2-2X8 25 3-1/8" 7-3/8" 3-1/2" 32-HN20A 14-HN20A 4580 3150 EHUH 28-3-N E.H. Conn. 3-2X8 1 5-1/8" 6-13/16" 3-1/2" 40-HN20A 16-HN20A 6015 3600 EHUH 210-2 E.H. Conn.2-2X10 25 3-1/8" 9-3/8" 3-1/2" 1 40-16d 16-10d 5000 2290 EHUH 210-2-N E.H. Conn.2-2X10 25 3-9/16" 9-3/8" 3-1/2" 40-HN20A 16-HN 6015 3600 EHUH 46 E.H. Conn. 4X6 25 3-9/16° 5-1/8" 3-1/2" 22-16d 20A11-10d 2750 1580 EHUH 46-N ErH. Cspin.4X6••• Q5• 6.9/16" 5.1/9+ 3-1/2" 22-HN20A 11-HN20A 3150 2475 EHUH 48 E.H•Con .4X8 25 3-9/16° :1/J' 3-1/2" 32-16d 14-10d 4000 2000 EHUH 48-N E.H 9Q@mA.4X$...• 25: 6.9/16" •tA' 3-1/2" 32-HN20A 14-HN20A 4580 3150 EHUH 410 E.H. Conn.4X10 25 3-9/16-19-1/8" 3-1/2" 40-16d 16-10d 5000 2290 EHUH 410-N 1 E.H.Gonn.4X10 ?b. 3-9/46-12!1/8" 3-1/2" 40-HN20A 16-HN20A 6015 3600 Notes: 1.HN20A nails are••20V l:nnplaj Rt0(0.1 jr qia j 3;1"Ong)bright finish 2.Allowable shear 4or0l'20A nail:is•174ibs with metah side plates 3.EHUH 28-3-N—1�ga dalvanized Steel 11 S-PB-B.DWG STANDARD PIGGY— BACK CONNECTION - DETAIL PREPARED BY NUWI OF PLYWOOD GUSSETS OR NAIL—ON—PLATES (TYP) (SEE NOTES BELOW) PIGGYBACK CONTINUOUS LATERAL TRUSS BRACE (TYP) SUPPORTING TRUSS NOTES: (1). Refer to seperate piggyback and base truss engineering for truss configuration, plating, lumber grades, bracing, etc. (2). Use 2x4 continuous bracing at 2'-0" o.c. connected to top chord of supporting truss w/2-16d nails. Bracing to be tied to fixed point at each end. (3). Use 3x8, 20 gage nail—on—plates w/6-1 1/2" long, 11 gage nails, 3 nails/ineach'-chord, c 1/2"x6"x8" ext. type plywood gussets on each face, at 4'-0" o.c., nailed wp%8=8d nails; on each face (4 nails in each chord). ,"' (4). This drawing applies to trusses spaced at 24" o.c. ` (5). Designed for windspeeds up to 100 mph @ 10' wall height. `�-dui o .,,`�'. ' ' ,t •. �. . .... . ... . ..... . .... f qtr— , MINIMUM GRADE OF LUMBER TPI-92 Crit. L�� :•��Q► q R;; ! T.C. 2X4 No. 2ND 19 SP SSBC•-•91 No. 36205 B.C. 2X4 No. 2ND:18 5R : �tewse�• • ' TA Webs 2X4 No. 3 19: SP: : ' ..x/1./94 .. o° -. . �c��RED �.�� LOADING L (PSyd STR. INCR.: 33 % TOP 30 15:•• DRAWN; BY; P.6. : CHgCKKD'JIY: J.A:I. T Industries In BOTTO 0 10%. I f�••S7RE�S:YES� •MiTty Industries Inc. ApprovedjWO% �.._ S In O.C. 3/g o'- 63i¢ 3/ • —�- MAX.�AP ; I 11-� _ �,� 14,Ngr14�tB I I 2-%L YE,cP.l tr =oat 11 R't)olod I l•_A vV it IA,-IA QG�f _ 111 _1477" - __ _-rte:WEL0iH6• �l J �. 9/e. 9 rY� -F 60X X ELEG�� (, r Tl_ 7V/GK, I I JEL—TWO. I I MAV.4d Q a $ -� 1S ¢10 48 I i u M 1 A 0SvIIIAI& Saa'rgEIWPIA16 DE,c/SE IQ/ ,NiESs�oF+i rT 4,476/2.4 L LOAD 144 361c I1 7t/P /7/,4 lJe�'6'12 N C/0 AA r. Gi L I V Vtb so • ALT Nye ''' ;��` h ... ... trooG3 ] �••;• . . GECT No OZB10Z933 _= •0 RUS • . . ;, I yid ,. COMPANY, INC. " .. 2X4 Fwov- I gV5S S 1 .�L`r-- INeeicWS CLIPAr . blot t : e6 ti"g ct aftm O RA" -1�.... f-bt °ia -DISLODGE Tkss ...... i 14 d 4500 NAK...s 0911 CANS • O'Y8-,fd OWN c • .... .... . . rr ca I Q�6 oa 'BES"--r 10 P�i DO. I ---."lus _ • ' - - - - COMPANY,INC. .;I STANDARD GABLE END DETAIL. .l� UW,� ST A �„� WIND SPEEd 120 WH. MEAN WALL 1-EIGHT .0 FT. TRUSSES AT 24' O.C. X DIAGONAL OR L-BRACING REFER TO TABLE BELOW 1/2', PLTW000 SHEATHING; iX4 ' ` 2X9 TYP. 12 1 -CZ:::Z] VARIES TO COMMON TRUSS I'-3' MAX H: 2X4 LATERAL A A BRACING AS P.EOUIRED. =_110 WALL-1 � e � /! FU.=.rtl1JG STRIP OR LATH CONT. BEARING. 3X6 SPL OFT. SPAN 70 MATCH C0:'?iM TRUSS. TYPICAL. 2X4 L-BRACE NAILED 70 LATERAL BRACING NAILING SCHEDULE. 2X4 VERTICALS W8d NAILS. 8' O.C. VERT. HEIGHT. q NAIL AT a END VERTICAL S T Ut0 UP TO 7'-8' 2 - 16d 3 - 16d SECTION A-A. OVER 8'-6' 4 - 16d MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE 12 INCH O.C. 5-9-9 11-8-8 8-9-0 16 1WGLI O.C. 4-7-e 10-2-6 7-8-6 T. 24 INCH OTC. 8-3-6 6-3-6 NOTE: 3,Ft gW94 COPY OF THIS ORA�.'ING TO CONTRACTOR LV-RT. HAD B=EN CHECKED FOR 120 MPH MIND LOAD. gR�CING• I15TALLATION. LEAN WALL HEIGHT OF 20 FT. AND L/246 O5FL GRIT. FOR 2ZMWECTION BETWEEN BOTTOM CHORD OF GABLE END 49RACING''SHO%iN';-IS��FOR INDIVIDUAL TRUSS OM Y. TRUSS AND WALL 79.a- eROy=D.BY.jTO.F-GT EfPt�R COLSMT BLDG. ARCHITECT OR ENGINEER FOR OR ARCHITECT. 7EMPORARY A►O P RMANENT BRACING OF R00? SYSTEM • • • p Q � .. s �..` MINIMUM GRADE OF Lbo'166R ••• •••• •••• • -- T.C. 2X9 NO-240 19 SP TPI-92 Cr1t. , a � ..,5;: �1FG1CgTF•<,wI� C 2X4 No 21rD 19.SP =w G Web 2X4 No.3 19 V: SSBC-� • • • • •• • • • O 0 a r c ' LOADING (PSF) STIR INCA: - �3 % �, "aa; ��:r ,E� L D ,� _ DRAWN BY : TOP 30 15 , ? ti �1C>;ED;BY JAI ... ... t, ,. ''11 ? At'bR11�:•` r A roved'Zd'rySt •IGd s`]n�c. BOTTOM SPACING: 21 0 Inch O0* �•=STRESS:: YES M1Tek�lndustrles lnc. PP t cn — s i �� ••'ii.• •ti.,� '! .y:�• i`'1 .M,.ti3.LH.a.� .•• '•.al 11 .-. �.w.-. •:rte.:�.t�w�• 1...�.�..�� w..srw •).�'�=-.ai:J lwii•..I•.b.ski d..-i_. •aw.�'i�..�. .. . l�.wr.�..r- �' i...r. V ti C)FCFFED GABLE _END DETAIL. . WIND S�"7 M. MPH. W-4 WALL 1013+'T OF �0 25 FT. (1�I- 33 PSI-., SHAPE FACTOR - 1I. TGTAL Nw L oAO - 363 PSF, - I+l2J�+ 1-d � oqq .., GR GRITMIA: mkxbM vas MAL STLOS HE k R� TO A -c- � 11AX 7��L-MAM 7.acm L-8Rr STUD 1 ENE SK g=m ; VA VAM Z=0 1.r• ' 12'x'2X4 QJ1�5 C4 'YP. SM M_I A 7W IL Mow. �. 3'-8' S`a ! 10rC 12 IiAI<dln t NONE A 8 CSC 1 YARIES. �a 2Y4 BLOtiC TOE HAD W/ /A 8d NAILS AT 6' Or. TIP. Tel= r Mg"c s 2_9 Ma ,,•� yERT.'J/8Q N�1.^..S AT 3 OC.�'�1 p1 QE S> F�� M e ,@C"S15ti. ! II 1 5EAKDG D(4 Mc. 119 .~.P. BE 64 )CM M LAMUL STASA•1TT OF THE i WALL iS THE REVOISME-M OF THE 9MEM OR AROGTECT. �.••t OFT Z__61 MAX M A N TO "4::CH MAIN �t C'Ii1S��. • t °w'S nx,= r T�i!?�i 0 t1 t wr fa TVOM sF�TI�OC IIAa®?0 G"Le ac nun 3 4 %D=I: ;AKz so Tam i 2" (ILD=O W/ W wIL_ AT 3 OL AW -Q - V/ U ML-0 AT 3 CC MC WO 2M NMRZZ2911L `-'W 'BLS AT Cr --\ M=6 ItAa.L11 A04%MR 70JSM AT Ir 1= 2W K4S At U+ Z=YALS 2101 84 Meacez 2%t Mao Is s' am-: Al rM ..�Y Warr Z? .T BUTIM :ALES 1 liiat Rat AT WIN F►Ci� I 11\ 24r"AL MAC TO 1 1 i L-GRACS MAM TO VERT. 1 \�f f \t J .Xa �► 2c� M.00=\Ae 420 w►ss S�UO W 6d PWL�.a 7= � }�r gas TEA EHI CABLE MIL CirGfrJ� I'M I CHM Tw O�Lam t1 r w lad %&As ; V/ I? KAU � �� =\8Q � \\�\ I AT _ W_ j • � 1 Tit: W24►+`_.,.y Nk RM M ME Sam"--dw ! �, T= Olt 2 ad xl{..+:a FlRan+c SiTr� 1\ Rt7t ciAUB- :X? LM= SQTM M boa Low U LTM'M TO M MM TI£ °EM \./ V7 fAL DC4 t�IFA2rE+7 TO TIE Ba4m TM nay V/ Y?M LBO ' ULTS AT 4V OZ w OJT IMQ�AT OL BOLTS AT 4Y'OC W QJT,an>•:S;l►, X•6RAL'7 LET AT ES MR JL L.ERRACM NAIL M TAME A��x' � IS * 8Y OOT7 EM IIJST HA �. rMIS OP..AWW—:S Fog.= MOM CIAM.C.90 O AL 3 T rte. To` BI.E AO BRA."Ih'G ONLY."aKoi APPROVAL FAT:.,WTTL'h� •`'•91=TT"r� --•c pi a FROM 8LI1`D*-"C E40DIM Qt AtiC�QTMT 4• USE; :OR � Fuv sri MPY cr- TO ALL 8RAC4 c �t�AC c :sRA 1 t d `'a&iUM GRAW br LUMStFt • •• Q> s° ; „x, w T.C. 2X4 NaZU 19 SP 8 C. 2X4. N%2N0;•19 ;SP ; --- 9 .• .•!.._--� LOAMNG tPS.M• X Six jNQi. : 33 • i r1f� L 0 n PAL1N By x i /� 1 n,A 1c; - --- — ... _j E MTek Industries Inc 7821 NW 67 STREET ANAAA FL 33166 MiTek,� USA FAX(305)477 659A TELEPHONE(3051594 3670 June 15, 1998 Best Truss 7040 S.W. 44 Street Miami, FL 33155 - Re: Project #Corner, Truss ID:CJ7 (Process#898130224) Dear Sir: In reference to the above drawing sealed on June 10. 1998, the Duration Load Factor of 1.33 has been used in the calculation of connection to Hip Girder in accordance to Section 7.3.2 of ANSI/AF&PA NDS-1997. The typical application of 4, 16d common wire nails, on a structurally sound 2 x 4, placed in a staggered row should not split the lumber. A minimum edge and end distance of I" is required. Please call if I could be of further assistance. Sincerely, MiTek Industries, Inc. C - ... .... • • • • • • • ••• .•••• •••• Junaidie Budiman••, P.E. 7 .VF`•f1,v ea • • • • • • • 6 • • • Tull ull CORNER SET Ms. TOP CHORD CONNECTION: rTT CORNER JACK 7V JACKS - 4,30-D NAILS T-- 5'W JACKS - 4,8-0 NAILS 2 COMMON JACK 30' 8 1'0• JACKS - 2,8-0 MAILS tTYP) Y U 12 Q MAY. P - 5.51 3x4 9 2)(6 M � •3 MT. mx I " EJTTQM CHORD CONNECTION 7'8• .SACKS U. 3V VAX 2.8-0 MAILS COMMON JACKS PARTIAL ROOF LAYOUT , DOUBLE BEVEL CUT EtF�.CTIO:I - SIZE �AT THE END OF TOP I--M is AND BOTTOM CORDS. 3--397 IS 3 16.97 2 " P r� 2X3 1 1.18-0 NAILS 3X4 3X4 4 • ry � 4 ��-s Fly 4-I1-B -•. / 9-10-12 d CORiJcR JACK NOTS THIS f-519X MAS SAN OC- ' FOR 148 MPH WM LOA() WAt.L HT 19 FT MAX. P1t17ViDE f-QR UPLIFT AT 6EAMNG WALL CCAQECTIChS -159 LM AT COi•mm jA= E 7413 L5S • MINIM Il GRADE M•1;U1j3"'rT• •'•'• ••• C= - T•C. 2x4 No.?; 19SP TP%92 Crit. TA 9.C. 2X4 No-2•?9 . ••• •91 � ebs 2X4 No-3 19 SP `cG/•••-•-•••'� `'LL o S pED LvADINC L tPSL�O S �.� a = .3a 0 • • • TOP 38 'Jry '. 02�►'R $r•: TAN • a 30TTa�, 0 10 8l$97 CHECKED 5Y ! JAI APR_. . _ SPACING 2,4%O.C.• ftEPy STr?.•ESS; NQ.. t, Tek Itndusirles Inc. Approved for MlTek Irta,•sTfles inc: • 2�._ ••• ••••• • • ••• •••• O'- a3/¢, 3/8 —t�- M CRP. ( Il-� _• rn�.' 4.1 N grt¢�tB I • =70 a zutj 'j010t8 I EA- _ 3/8 _ yi9�tlG�� `9 �• 1/� _/—A bq A /w A-U QG _ ( Iii • 6aX X ElEGf, if Ir IF mice, -;p - I 11ASC•CAP, Q sk -9 S lS¢t0 4e I Assu�I�N6 00-rq VP�,vE SENSE I I fen (.416941- G ( ( w 0 � 4L .; •..•' • !ia[�.fibxi� ��'�T : : : : . •.: . ••: : : poi . . . . . . . . . . .. • • • •• • •• • 11 .... •..., •...• CE,2T %✓0 O28l�Z93.3 TFG. 8¢ ooG3 .. G� �! �` COMPANY, INC. s-u • STANDARD LATERAL :-WEEK-iRRACING • • • •.•.• TRUSSES 0 24" O.C. TYP.----,,, ' ' ' ' ' ' ° •1x4 be 2x3 LATERAL BRAE PER TRUSS DESIGN WITH . • •••• ••.. °WAILS PER WEB FOR FOR( UP' TO:4610 lbs. FORCE! :...' . .;... . ••fXCq$.jQ9 4600 lbs. REC 2x6 #3 OR BETTER. NOTE PROVIDE X—BRACING AT 20'-0 INTERVALS FOR WEB FORCES l TO 2509 lb& AND AT 10'-0" FORCE GREATER THAN 2509 it END OF BRACING MEM. SHALL BE RIGID PONT OR X-3R CED ASXNOTED LATERAL BRACING DETAI ON THIS DETAIL ALT. LATERAL BRACING DETAIL 10d 0 6" —O.C. TYP. TRUSSES 0 24" T—BRACE SAME S O.C. TYP. AND GRADE AS W T—BRACE WITH WEB (24 MAX.) 10d NAILS 0 6" 0.C. TYP. e. % A /r-n r1 f T A I vv t o J t u I I uq\4 UL I)-\l NOTE. ... . BRACE. MUST BE 809: THE LENGTH OF-'THE :WEB °• •�.. TAI;.DET4C; IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. . . . . . . . . . . . . . . . . .. . . .. . . . . . . . .. . . . MINIMUM GRADE OF LUMBER TPI-92 Crit. C= T.C. •• 0 0 REFER TO S � T ,; B.C. A ENGINEERING QWG: hey�ed: ; •• v Webs see ... . .7/T/94 o a 0 0a LOADING (I S� STR. INCR.: A n n 0ra'rl' Mr