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00-0046 + a'i!ATE of FLORIDA # PERMIT 'C,vPARTMENT OF HEALTH OO -� DATE PAID O�Zi4EVAGE DISPOSAL SYSTEM FEE PAID $ �U *.CONSTRUCTION PERMIT I RECEIPT * ''cam `• authority: Chapter 381, FS & Chapter 1OD-6 r-FAC ' COMSTRUCTION PENT FOR: [X] New System [fJI Existing System [/ ] Holding Tank V) ] Temporary/Experimental (JJj Repair Abandonment [� ] Other(Specify) a_ .s }iYP?,ICANT: , `Y p��(S PS 0� /�y,rj AGENT 2 �J F'C y Cy(zrc t*,i PROPERTY STREET ADDRESS: O d S W r S(p S�-.�] r �"J n 1 BLOCK: 4 SUBDIVISION: byr PROPERTY ID,/#: OGIy CE'QZS-J6LI d( S� [SECTION/TOWNSH /RANGE/PARCEL NUMBER] e (OR TAX ID NU�Ehj-"- � ��____=====—a2—n=aa=—==_=_a====224224=_==ate=422244=aae=a�aa22a=_:2242224=aaam===as==22== SYSTEM � IsT BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS 'MM STANDARDS OF CHAPTER 1OD-6, FAC. 29PAIR PERMITS AND HOLDING TANK PERMITS EXPIRE 90 DAYS FROM THE DATE OF ISSUE. ALL OTHER PER . '1)3 EXPIRE ONE YEAR FROM THE DATE OF ISSUE. DEPARTME!*F-,�nF HEALTH APPROVAL OF SYSTEM DOES NOT t'y7ARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD~OF TIME. ANY CHANGE IN MATERIAL FAGS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT REQUIRE THE APPLICANT TO MODIFY THE PEFMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL-AND VOID. SYSTEM DESIGN AND SPECIFICATIONS T (16� } ] `4�� `� / GPDICaiii n'.TA_ AEROBIC UNIT;CAPACITY `•. MULTI-CHAMBERED/IN SERIES: (Xj A ( ] (GALLONS / GPD) CAPACITY MULTI-CRAMBERED/IN SERIES: [ j N ( _ .} J GALLONS GREASE INTERCEPTOR CAPACITY (MAXIMUM CAPACITY SINGLE TANK: , 1250 GALLONS] X ( --- J GALLONS PER DOSE DOSING TANK CAPACITY DOSE •RATE 't ] PER 24 HRS NO. OF PUMPS: ( J D 1 ,371 ] SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ -- J SQUARE FEET SYSTEM ,A TYPE SYSTEM: + ( vj STANDARD ( ] FILLED [ j MOUND [ ] /I CONFIGURATION: 1 ( j TRENCH ( ✓f BED [ ] l F I.00ai%TION,OF',•�gk6,#�112K? I ELEVATION OF PROPOSED SYSTEM SITE (�q,��] ' [1,0C S FT] [ABOVE/On= ENCHMARR REFERENCE POINT E t3oTTOM OF DRAINFIELD TO BE ( s�f. y ] INCHES FT] (ABOVE ENC:17t REFERENCE POINT I. 'D FILL REQUIRED: (�)ON ]' INCHES EXCAVATION REQUIRED: [ 71 ] INCHES o INSTALL t OF LOAMY COARSE SAND T _ UMBER WHOM OF DRAINF191 0 H it •n' f! f 11 7.1 OR SPEC IFI.PATIONS,,BY: s _ ,,fir . APPROVED\kY: r J TITLE: i'11 j CAS �ATF.�I"SSI�ED _11 �Z 4~ 1✓�+ EXPIRATION DATE: (7 Z 3 2 �DH 40'16;1019'6(Reply its HRS-H:"Z-io 4016(page 11,vh"may be used) Page 1 of 2 (Stock Number 5;rO 001-4018-0) Ai'•D�1Cn'11 1V MIAMI-PAZE Vl,\TER AND SEWER DEPARTMENT PO Box 330316,Moroi,=londa 313233-0316• 3575 S LeJeune Road•Tel 305-o65-7471 • Fax 305-669-7774 SEWED V "WATER AND SE VERIFICATION FORM 'I'RE8"'16NE YEAR FROM DATE OF FORM** P -- - CONSERVE **EX .!q ATLAS-PAGE: R# ,DATE: 1-13-00 _,E NT-E I RP RI I S E S OP'M IAMI, INC. NAME OF OWNER: WASD AGREEMENT NAMbID: ,16689 PROPERTY ADDRESS: ,6600 SW 56 ST POSED IMPROVEMENTS: "TOWNHO CANT LAND P 0 3 ,TOWNHOUSES REPLACING VA PROPERTY LEGAL DESC.: P9-4026-000-0180 7 THIS IS TO CERTIFY ItIA11 THE DEPARTMENT HAVE A(N) 8" INCH WILL PROPERTY. THE WATER MAIN ABUTTING THE ABOVE SUBJECT LEGALLY D1 DEPARTMENT IS WILLING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO PROHIBITIONS AND / OR ! RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION 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 DEPARTMENT WILL BE REQUIRED PRIOR TO RENDITION OF SERVICE. rizj P, h MIRTHAI BARRIOS, au BY S'INES9'REPRESENTATIVE J . 4 ea U NEW 'DUE`WITH SETWETER `100 MMENTS: ,-ALL'FEES REQUEST N S, WILL HAVE A(N) INCH ' jHIS.' IS TO CERTIFY HAT THE DEPARTMENT DOE, ABUTTING �W� ABOVE SUBJECT LEGALLY -GR-�VITY SEWER, MA �I�N I �FORCE MAIN ABUTT DES'Q, DEPARTMENT IS,�MLL 1 , E LING TO SERVE THE SUBJECT RIBED PROPERTY. N _ I T PRO _. 7 PROPERTY, SUBJECT TO PRO ITIONS AND/ RESTRICTIONS 'OF GOVERNMENTAL AGENCIES HAVING JU DICTI OV it ATTERS OF SEWAGE DISPOSAL AND SUBJECT TO D.E.R.M. APPROVAL 0 L SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM. IF WILL HAVE", PROPE 0 YANCE AND PLACEMENT SERVICE OF THE SEWER FACILITIES PROP ED BY T DEVELOPER UNDER AGRE;=-MENT WITH THE DEPARTMENT WILL' E REQUIRED OR TO RENDITION OF SER'ACE. THE ANTICIPATED LY WATER AND SEWAGE FLOW F R THIS PROjECI WILL BE750 GALLONS PER DAY. , MIRTHA BARRIOS NEW,BUSINESS REPRESENIFA I IVE To GE OWE`ETTER,#N1A- MMENTS:.'-�`Q; ERW J. T, 3p Chief-Building inspector 1%4ctrop,!htan-Dade County inept of Planning, Development & Regulation I i I N W I Street, Suite 1010 IT', l nda33(3g ,,_`. NOTICE TO DEPARTMENT OF PLANN'1NC DFVEi MMENT & REGULATION OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER SECTION 305 3 SOUTH FLORIDA BUILDING CODE i -ar Sir 1 I (We) have been retained by {�j, �nTCrP�%Sew perform inspec ion services under Section 305.3, South Florida Building Code at ' �a Z ' the t� ...... . . . _project on the below listed structures as of 1. 7 Bo date' • .,.._ .. Process 7\'umber Street Address Contractor of Record Tnsnectiot�'12espons ibiTitleerre ; •;'c't t The follo��in- individual(s) employed by me or this firm are authorized to perform inspection •�••� I Ed,.yctr� Si'/vG • ,t ,v f, (ice)will notify Dade County Department of Planning, Development& Regulation of an), changes regarding authorized personnel perfo knsoection services i understand that a Special Inspectors inspection lo- foi each building must be displayed in a convenient location on the site for ref�rerr,e by the Dade County Department of Planning, Development& Regulation Department Inspector. All mandatory inspeairons, as required by the South Florida Building Code, imw be performed by the County %%hen the Special Inspector is hied 0 "t} oo,ner The Count), building inspections must be called for on all mandatory inspections Inspections perforrrred by the Al'Vc- r Inspector hired by the Owlier are in oddrtionilo the mandatory inspections perforrrred bt' the Department Further, upo-i �M1oi•plehon of the %%or, under each Building Permit I %%III submit the completed inspection log form and sealed Statement of compliance to the Build,i,ng°I,nspec�o'r eat fine of final inspection and before making application for Ceitificate of Occupancy The f I�,r,iement of Con;pl„anceish ilI state�that�o4the best of your knowledge, belief and professional judgment that those portions of t'^e o,peose♦e ;` a XOT"cis outlined E;o,k ,c St"S'%�iili't�ic��Ment�o�f the South Florida Building Code and is in substantial accordance ��ith the appro%ed plans r ". fir • t� t ! t f 4i�t_YS.}J.%� s•,. F ��^i Sincerely, q Signed and Seale .i,Q Date 7 Da F0, RM,600A-•97 ` FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A -------- --------------------- Project Name MONTIBELLO 3 MODEL C Builder HECTOR GARCIA 1 .Address 00 5� St Permitting Office SOUTH MIAMI City, State Permit Number Owner 1=1 r-CTUK%aARCIA- Jurisdiction Number limate Zone South --------- ---------------------------- — ---- -------- -------- ------ --------- - -- - - ---- - -- ---- - --- ---- - ---- ---------- - I New umstruction or e.tst+ne New _ 12 Cooling sx stem~ - ---- Single tannh or mulct-fanuls Multi-larnik _ a Central Unit Cap 4 3 5 k13tu/hr _ Number of units if multi-fanuk I SI,I;R 10 00 3 Number of Bedrooms 4 b N A • • I — . . •� Is this a worst case No ••••,• • : , C, Conditioned floor area(tt') 2159 W c N!A • • • •••• ••- •i • • • • • ' 7 Glass area c�.h�pe •• • •••o •••• a Clear-single pane 352 5 IF _ 13 heati ng s\stern :.•0:0 • • b Clear-double pane 0 0 1t= a Electric Strip Cap J3 j LF3tiol ••• c T invother SG"SHGC-single pane 0 0 ti= 0• : J d Tint/other SC/SI IGC-double pane 0 0 It= b N,A •• SOP 100 ;,•,•, — i R 1loorripes • • ••••�• Slab-On-Grade Edge Insulation ••••• ••• •• R=0 0.26d 0(p)11 c N/A b N;A - • .... ...... • (4 N/A 14 Hot water ss stems • 0900 0: •0 0 Wall t-,pes _ a Electric Resistance 000000 Cz"NR 0 gallons • a Concrete.Int Inutl.E\tenor R=4 2 1 578 0 h2 i ••••'P, 0 84••'• I)+, 1 rame Steel Ad aceni • • • •- I R-110-29ROtt= b NA ••.• ••.• • c N/A _ • •.•:. d N/A _ c Conservation credits • c NIA --- I (HR-flcat iccovcrs-Sola+ I I) Cc]ling t.PCs NIP-Dedicated heat pump) a Under Attic R19 0 2159 0 11= - 15 I I VAC cicd+ts h N/A — (Cl-Ceiling tan CV-Cross ventilation N A HT-Whole house lan. � I I Ducts Pl-Programmable Thermostat a Sup Unc Ret Unc All Interior Sup R=60 57 0 It M7-C-Multvone cooline b NA - i M7-I I-Multvone heating) - I Glass/Floor Area 0 16 Total as-built points 3290700 PASS j Total base points 3349200 ' I hereby certify that the ptans.a"rid sped i cotton�cq®vaered 1 Review of the plans and by this calculation are in compliara�e th f66Fl ida' specifications covered b this o4�xESr4TF o Energy Code �� /,� :� ,`•;+ }., t�4 •"' calculation indicates compliance y��,'' pp,PREPARED BY:, J' �'� �� .•, , ' °t' with the Florida Energy Code , '`" ` Before construction Is completed DATE: k �� •r ��' ,, k,y, `g - +t'��, �'`' rcd+ d y' this building will be inspected for ,o • yam., I hereby certifytthat this tiullain ;as d1ein' ;�s;lrie '°? compliance with Section 553 908 compliance with the Florida,Energy,,Code - 't.4 Florida Statutes C0103 W,6-'V OWNER/AGENT: e+R.t,,r f BUILDING OFFICIAL: D1ATE: I DATE: ,FGRMF n00A-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 Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2159.0 53.20 20675.6 Single,Clear N 1 0 50 495 3394 096 16J 6 9° Single,Clear N 1 0 60 200 °•.V.W -- - 098 :6626 Single,Clear NE 1 0 60 200 : 54 66 1004 7 Single,Clear S 1 0 30 45 ••152.19 0'T9•• AZ %. Single,Clear S 1 0 50 495 ° 6219 4";• t46 7 Single,Clear S 1 0 40 130 ;° 62 1D •0 87 706 Ti Single,Clear S 1 0 90 360 62 16 0 9g 2227 7 ` Single,Clear S 1 0 90 360 62 19 U'99'•• Single,Clear S 40 90 640 •�;J 9 07.1... 2817,4* Single,Clear W 10 90 360 ; 65 53 2846 4: Single,Clear W 320 70 240 •°65465 0404- V36 0 As-Built Total: 352.5 '••••' 17315.2• WALL TYPES Area X BSPM = Points Type R-Value :A. :�q X S1;1�(I..°= Polls Adacent 2980 • ••••• 1 1 0 Concrete,Int Insul, Exterior 42 15780 228 3597 g Exterior 15780 270 42606 Frame,Steel,Adjacent 110 2980 160 4768 Base Total: 1876.0 4558.6 As-Built Total: 1876.0 4074.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent- + 190 260 494 Exterior Wood 426 940 4004 Exterior 626 640 4006 Exterior Wood 200 940 1880 Adjacent Insulated 190 260 494 J, Base Total: 81.6 450.0 As-Built Total: 81.6 637.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 21590 080 17272 Under Attic 190 21590 1 50 32385 Base Total: 2159.0 1727. As-Built Total: f1 2 2159.0 3238.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points J Slab 264 0(p) -200 -52800 Slab-On-Grade Edge Insulation 00 264 0(p) -2000 -52800 Raised 00 000 00 Base Total: -5280.0 As-Built Total: -5280.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 21590 1879 405676 21590 1879 40567 6 -------- --- .FORM 600A-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS . . . PERMIT# BASE AS-BUILT Summer Base Points: 62699.1 Summer As-Built Points: 60553.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points • 605538 1 000 0 970 0"0000 1 000 2049 20 62699.1 0.3560 22320.9 60553.8 1.00 0.970 0. 41: : 1 Q•�20029:2 . • ,J 1 FORM•600A797 WINTER CALCULATIONS _ Residential Whole Building Performance Method A - Details ADDRESS- , , , PERMIT# F-c� BASE AS-BUILT LASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 2159.0 2.02 786.7 Single,Clear N 1 0 50 495 491 099 2,11 8. Single,Clear N 1 0 60 200 ••.g9J 1 00 0.978 Single,Clear NE 1 0 60 200 Q 7i 1.00.• •@4; Single,Clear S 1 0 30 45 ••355 1•o',l•• .16T- Single,Clear S 1 0 50 495 355 0.1.0.1.;• '76 6 Single,Clear S 1 0 40 130 ;. 355 "1 02 V 50 Single,Clear S 1 0 90 360 0. *359 0 99 127 0 J Single,Clear S 1 0 90 360 • 3 55 E)•99.0.• 127 Q Single,Clear S 40 90 640 ••�y 5 1 1p... 250 Z• Single,Clear W 1 0 90 360 ; 4 4j J 4. J w 6: Single,Clear W 320 70 240 •. 4.41 1 03• 4106 As-Built Total: 352.5 • •••••• • ...... .... 149.4 .... . .. LPL TYPES Area X BWPM = Polnts Type R-Value . .•A�ea •X WQI�.. P .olr>.Zs «clajcent 2980 05 1490 Concrete,Int Insul, Exterior 42 15780 1 02 1¢09 6 Exterior 15780 060 9468 Frame,Steel,Adjacent 11 0 2980 080 2384 Base Total. 1876.0 1095.8 As-Built Total: 1876.0 1848.0 -DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 190 1 30 247 Exterior Wood 426 280 1193 Exterior 626 1 80 1127 Exterior Wood 200 280 560 Adjacent Insulated 190 1 30 247 Base Total: 81.6 137.4 As-Built Total: 81.6 200.0 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM = Points Under Attic 21590 010 2159 Under Attic 190 21590 030 6477 �r Base Total: 2159.0 215.9 As-Built Total: 2159.0 647.7 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 264 0(p) -21 -5544 Slab-On-Grade Edge Insulation 00 264 0(p) -210 -5544 Raised 00 000 00 Base Total: 554.4 As-Built Total: 554.4 INFILTRATION Area X BWPM = Points Area X WPM = Points_ 21590 -006 -1295 21590 -006 -1295 FORM''600A-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS , , , PERMIT# A$-IDOL'T Winter Base PQinw 1$ 1.8 YVintgr Art-5uilt Points: 3161.1 Total Winter X SystpM Heating Tptal cap X puct X Systarp Credit Points MUitiplipr Ppints Corpponer�t Ratio MultiRilsr Mq!>iplier MuiXiplior RRints 1551.9 1'A1^PIT �t� l 1 tf(�(o� 1�'A� t RI�A...� ? gG� 31� • r • f • • *fee ••••.• • • • • •••••• •••• • • 000.0• • • • • **go • • • .0000 r t J FORM'60OA-87 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 9369 5• As-Built Total: ;";'; 9369 6 .... .. •• . ..•. •... CODE COMPLIANCE STATUS % BASE AS-BUILT' . . . . Cooling + Heating + Hot Water = Total Cooling + Heating yot Water... = Tg.tal.. . Points Points Points Points Points Points Points .... Pc4atf. 22320.9 1691.5 9480.0 33492.4 20029.2 3508.5 :***i .0 0 9$69.5.... 329Q.7..2 PASS pF C AE Sr9rt� �rN°OO wE�Jy� F O R M'600A-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS , , , PERMIT# 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS------- SECTION REQUIREMENTS FOR EACH PRACTICE --- -- ----- - ----- -- - ----- - --- —-- - -- ---- --- - - CHECK_ Exterior Windows&Doors 606 1 ABC 1 1 Maximum 3 cfm/sq ft window area, 5 cfm/sq ft door area Exterior&Adjacent Walls 606 1 ABC 1 2 1 Caulk,gasket,weatherstrip or seal between windows/doors&frames,surrounding wall, foundation&wall sole or sill plate,joints between exterior wall panels at corners, utility penetrations,between wall panels&top/bottom plates,between walls and floor EXCEPTION Frame walls where a continuous infiltration barrier is installed that extends -1-from,-and-is sealed to,the foundation to the top plate ----- ------------- oors 606 1 ABC 1 2 2 Penetrations/openings>1/8"sealed unless backed by truss or 1p"p1elrbers ;1 EXCEPTION Frame floors where a continuous infiltration barrier is:ns3alled thaUiesealed :••• . to the perimeter,penetrations and seams • • • ••• • •••• •••. ------------------------ -- -- ---------------------- Ceilings 606 1 ABC 1 23 Between walls&ceilings,penetrations of ceiling lane of to floor,around shaf%Mvs, soffits,chimneys,cabinets sealed to continuous air barrier,ga*jn gyf;board&top plate, •••' attic access EXCEPTION Frame ceilings where a continuous.nfltjatipn barrier is• • — _____ installed that is sealed at the perimeter,at penetrations and_seams _ :•..:• Recessed Lighting Fixtures 606 1 ABC 1 2 4 Type IC rated with no penetrations,sealed,or Type IC or non-IC rated,installed inside a • sealed box with 1/2"clearance&3"from insulation,or Type IC fated wr<2 0.,Jj from • -conditioned space,tested • • ; Mult'story Houses_ -- 606 1 ABC 1 2 5 __Air barrier on enmeter of floor cavity between floors Additional Infiltration reqts 6061 ABC 1 3 Exhaust fans vented to outdoors,dampers,combustions ace b kNaosom I w**rWF*PA, 4 • • • --- have combustion air . . .... .�•.. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residefltces. •••••� COMPONENTS----_-_ SECTION REQUIREMENTS CHECK ---------------- ---------- -- ------------------- ------- --- -- - ----- ---------- Water Heaters 6121 Comply with efficiency requirements in Table 6-12 Switch or clearly marked circuit breaker(electric)or cutoff(gas)must be provided External or built-in heat trap required Swimming Pools&Spas 6121 Spas&heated pools must have covers(except solar heated) Non-commercial pools must have a pump timer Gas spa&pool heaters must have a minimum thermal efficiency of 78% Shower heads 6121 Water flow must be restricted to no more than 2 5 gallons_per minute at 80 PSIG _ Air Distribution Systems 6101 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically - attached,sealed,insulated,and installed in accordance with the criteria of Section 610 Ducts in unconditioned attics R-6 min insulation HVAC Controls 6071 Separate readily accessible manual or automatic thermostat for each system Insulation 604 1,602 1 Ceilings-Min R-19 Common walls-Frame R-11 or CBS R-3 both sides Common ceiling&floors R-11 ' .- . . ^. . ' ENERGY PERFORMANCE LEVEL��{-�J�� ]� 0_J�� Wn�� |��j�� U��]K� (EPL) ' DISPLAY �� ESTIMATED ENERGY PERFORMANCE SCORE* 81.9 The higher the score,the more o[ficixmtthe home. ' HECTOR GARC|A. . . . / New umomu000munmnu Nov o CmJm»"`mm` � Smsile I'am`k w mo|o-iax/|s W|o'mm/k ^ Central Unit Cap 4; 5U3twh, I Number uvmt` umu|o-tam`|~ | -- m[[x moo '- � mmmbxm^xodm^m. 4 _ h wo\ °- ° ` `th^u" vvu,v� N. � - � _ o Conditioned A^mm^o(») 2|5y|* c m \ ° -7 muoxmum�po °° °°°° °°~0°° - u Clear'v*olepane 352 5h` � 13 /leuonov*mn` / b c|un-ov"Wvrmnc ooA" a r|^uncsmp �°° � Cap 4A5 1,13tw1116 |m»mhuxcSmc xogle»xoc ooit: :°^�A.III | »» u nnsother8omHsc'double pane oOft: b w»\ °°°°°° x n"mt-,pos °^°° °°°° -0~ �-� 0° �° � �u mvh^ln �^dc Edge mm|ouvn k~oo.z64o(r)A c m'x °° ° *00-000° 1) .N« ° ° ° ° -- ° - w* --_ ° � °°°° °°°°~°°|4 nm"n�r"�cm ° ° °° °�.)puUmn�Wax�vu x p�vmxx c«vu»o^ 000 °^ cx0000 : Concrete /ot|om| E�cn^, x`42 |»7»0p ~°°°°° ° uu9 1) Frame Steel,Adjacent R—|/ 0 zvxoA 1) wx -.0-�' " mx ° ° °°~°° owx ° - ^ cmmnuo"n°ouo` owx — (nx'nc*reumcr,� aou, 1.0 ox|met-,px _ o8r-Dedicated heat,omr) ^ Under Attic n~190 21590o` 15 u VAC m^dm � wa — - (Cr-Cahn»fall,Cv-C^,^ventilation ' ` wa ' U|-Wholehm^uuv / | ou6` ' P[-p/veummoWuThom^^mt. ^ sxn [hc «u Uric /u| |oten^ Sup K~ok57oU _ nn-^n�radiant nm v` hu/ /` m ' . _ - wv-C;xxoxmvum^mmu m/'/|'Mu|o,"ncho"m,�/ ' | ort/h that this 110ine has complied with the Florida Energ-, Efficiency Code For Building {ongnc(mnthrough [lie uho`concrg� su`/ogkmk/ssoh/dj will hc installed(or c`ocodud) 7\ j In this hoole before final mopccUou Otbcowioc n ocv 8PLD/sp|»y Card will bccompleted Sv kxw,edon installed Code compliant km(umo 'm Budder Signature Dw/c ' Address o[Nev Home C'tN,/FLZip *,V07[ /-ho6nmo's estimated encnzv performance score/soo/` available through the/7j'41oYES c"nqrxurp,,g,mv /h'` 's@l I o Building Fxer�,�vRating, //voter score '1;8Vo,greo/vr(or 80 for, ("SSo //U0/� 1,,nviyvSm'r-'1 ue`ign«//on). ox//'ho///o/nnvYuoli/v for o//ergvcffi('/ncr/xo,¢rogo (1JA,1) //xon//ros 'f vote obtain n/'6`r/vh �//r/7ry 1?0111?g / "«/'/'/ /he /x/ct�grGo«XvHvlivv tit 407'03*'/4y2'/, `,c the /'//r(x� (;oug, vz/)x/c''/ o^'x /`,c wit''/u/o, 'n/onx000n and o list o/cerofi«dRaters 1,",/n/on,/oonvn6*x/ N,nJo'` kve(�r/ffiuencr Code ii�nr Budding{'on,onu/on. (on/nc/ the Department v/L'on/n/xn'(v./fla'r,o/ 8.50487'/x24 BUILDING INPUT SUMMARY REPORT Title: MONTIBELLO 3 MODEL C Family Type: Multi Address Type: Street Address Owner: HECTOR GARCIA New/Existing: New Lot#: N/A 0 1 #of Units: 1 Bedrooms: 4 14.1 1 Subdivision: N/A 0 :—) Builder Name: HECTOR GARCIA Conditioned Area: 2159 Platbook: N/A 1 Ly Climate: South Total Stories: 1 Street: (blank) Ili Permit Office: SOUTH MIAMI Worst Case: No County: (blank) Jurisdiction#: (blank) Rotate Angle: (blank) City,St,Zip: Q) Floor Type R-Val Area/Perimeter Units N I# Door Type Orientation Area Units 1 1 Slab-On-Grade Edge Insulation 00 264 0(p)ft 1 1 0 Wood Exterior 42 6 ft2 0 2 Wood Exterior 20 0 ft2 1 1 0 3 Insulated Adjacent 19 0 ft2 1 LL 1# Ceiling Type R-Val Area Base Area Units # System Type Efficiency Capacity Z 1 Under Attic 190 2159 0 ft2 2159 0 ft2 1 Z 1 Central Unit ••••tGEER 10 00 43 5 kStu/4hr • oeoe oe • eoeeeo 000e • U 14 Wall Type Location R-Val Area Units Credit Multipliers None 1 Concrete Block-Int Insul Exterior 42 1578 0 f12 1 # System Type • • Elificiency, Capacity 2 Frame-Steel Adjacent 11 0 298 0 1`12 1 —J i Z 1 Electric Strip • COP 1 0O*"1455 kBtu/pr,,... • 66*000 :oo* ••••W Panes Tint Ornt Area OH Length OHHght Units Credit Multipliers. None # Supply Return Air Handlep•*supply •••Suppi i I Single Clear IN 16 5 ft2 1 0 It 50ft 3 Location Location Locatiovi R-Val I _ength 1 2 Single Clear N 20 0 ft' 1 0 ft 60ft 1 1 Uncond Uncond Interior 6 • Single Clear NE 20 0 ft2 1 0 ft ra 0 5,0 0 it J 6 0 it I 4 Single Clear S 4 5 ft2 10 it 30ft 1 5 Single Clear S 16 5 ft2 10 R 5011 3 6 Single Clear S 13 0 f12 1 0 ft 4 0 it 1 • 7 Single Clear S 36 0 ft2 1 0 it 90ft 1 8 Single Clear S 36 0 ft2 1 0 it 9 0 ft I # System Type EF Cap Conservation Type Con EF 9 Single Clear S 64 0 ft2 40ft 9 0 it 1 IjJ 1 Electric Resistance 0 89 660 None 000 10 Single Clear W 36 0 ft2 1 0 ft 90ft 1 11 Single Clear W 24 Oft' 32 0 It 7 0 ft 1 W Use Default'? Annual Operating Cost Electric Rate Yes N/A N/A 0 LL LLI Rater Name: CodeOnlyPro Class#: 3 Pool Size: 0 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: 23090 Leak Free Duct System Proposed: No Stove Type: Electric NOTE:Not all Rating info shown HRV/ERV System Present?: No Avg Ceil Hgt: „.... .....__..._..... .........::r.'. ._.rr.s=^.�:..,.•.._........,._�-��=.^,.w»�:^:^'rr'^:4+s4`�4»'s'ti _:'�=__�'b'.....::�zs'.cdc.-::t:.e....«.._�., ...._..�-.__ _ . .._ ,-, .3..n� ......, _ ___�^_.._. Residential System Sizing Calculation Surnmary HECTOR GARCIA Project Title Class 3 Rating MONTIBELLO 3 MODEL C 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 temperature difference 25 F Summer temperature difference 18 F Total heating load calculation 33392 Btuh Total cooling load calculatiop..... 39676 Btuh% Submitted heating capacity 43500 Btuh Submitted cooling capacity % 4.; ' .Btuh ” Submitted as % of calculated 130.3 % Submitted as % of calculated •• 09� % •• ••• 1 eeeeae a e WINTER CALCULATIONS 0.00• Winter Heating Load for 2159 s ft ' Load component • Load Ducisr 5%) . .... .... . Window total 353 sgft 10187 Btuh I^trl(t2%)/ % ��,% ••%• 0j00 Wall total 1876 sqft 8584 Btuh Door al3%) / •� VAndows(3„(,) • 0000 0.00.0 Door total 82 sqft 899 Btuh • Ceding total 2159 sgft 2807 Btuh 0.00 0.00• Floor total 264 ft 5359 Btuh • •0 Infiltration 144 cfm 3966 Btuh f , Subtotal 31802 Btuh Duct loss 1590 Btuh TOTAL HEAT LOSS 33392 Btuh SUMMER CALCULATIONS Summer Cool;n Load for 2159 s ft Load`component Load Window total 353 sqft 12971 Btuh Latent YHelnall3`16) Wall total 1876 sgft 6295 Btuh Laterrtmtil(12 ,� - Door total 82 sgft 966 Btuh 1 `\J4rdovvs(33%r 1 _ Ceiling total 2159 sgft 5225 Btuh IN G(1%) 1 • Floor total 0 Btuh ti ( Infiltration 126 cfm 2499 Btuh DuotsrO%) !� Internal gain 2700 Btuh �1 Subtotal(sensible) 30655 Btuh ^'°k6%) Duct gain 3066 Btuh �` Cei6ngs(13%) Total sensible gain 33721 Btuh Latent gain(infiltration) 4805 Btuh Latent gain(internal) 1150 Btuh The sizing method used was EnergyGauge®System Sizing Total latent gain 5955 Btuh PREPARED BY TOTAL HEAT GAIN 39676 Btuh DATE System Sizing Calculations - Winter Residential Load - Component Details HECTOR GARCIA Project Title- Class 3 Rating MONTIBELLO 3 MODEL C Registration No 0 Climate South Reference City Miami (Defaults) Winter Temperature Difference 25 0 F 1/5/00 Window T e Panes/SC/Frame/U Orientation Area X HTM= - Load 1 1, Clear, Metal, DEF N 495 289 1431 Btuh 2 1, Clear, Metal, DEF N 200 289 578 Btuh 3 1, Clear, Metal, DEF NE 200 289 578 Btuh 4 1, Clear, Metal, DEF S 45 289 130 Btuh 5 1, Clear, Metal, DEF S 495 289 1431 Btuh 6 1, Clear, Metal, DEF ,S 130 289 376 Btuh 7 1, Clear, Metal, DEF S 360 289 1040•IROuh 8 1, Clear, Metal, DEF S 360 28.9 ...... 9 1, Clear, Metal, DEF S 640 289 185p,¢I14 e e ' 10 1, Clear, Metal, DEF W 360 289 1040 Btuh 11 1, Clear, Metal, DEF W 240 289 694 Btuh Window Total 353 1018 7 •• Walls Type R-Value Area X HTM= Loag. ••.•:• 1 Concrete - Exterior 42 1578 5 1 8048 BWh • 2 Frame - Adjacent 11 0 298 1 8 536•Bkph :•••• 00-000 ••e• • • Wall Total 1876 0 858 'B Doors Type Area X HTM= ••" Loan` 1 Wood - Exter 43 11 5 0 490 Btuh ••��• 2 Wood - Exter 20 11 5 230 Btuh • 3 Insulated -Adjac 19 94 179 Btuh Door Total 82 8996tuh Ceilings Type R-Value Area X HTM= Load 1 Under Attic 190 2159 1.3 2807 Btuh Ceiling Total 2159 2807Btuh Floors Type R-Value Size X HTM= Load 1 Slab-On-Grade Edge Insul 0 264 0 ft(p) 203 5359 Btuh Floor Total 264 5359 Btuh Infiltration Type ACH X Building Volume CFM= Load Natural 040 21590(sgft) 144 3966 Btuh l Mechanical 0 0 Btuh Infiltration Total 144 3966 Btuh Subtotal 31802 Btuh Totals for Heating Duct Loss(using duct multiplier of 0.05) 1590 Btuh Total Btuh Loss 33392 Btuh .......__�-�__ ».-_`_-_.-__a'c•l rrvuYa•,Nrr.w.-.Ml..;:.:,:L::'::...^^r""S.'�`" �•C� ..y'^�w"^y'°J':'�.�"--r_:2n•=3'Y, .,.._.�.T.:--S•'P;..:.:.::r.'.:a'l�.'^x:�r.:-:�:-;T:�T.-�^.r.c'_^_^-r _ Manual J Winter 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 _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 - ManualJ Heat Transfer Multiplier) Key Floor size (penmeter(p) for slab-on-grade or area for all other floor types) . . . .... .. . i eesese e e • • • 0000 0000•• • • 0000•• • - 0000 0000 • • • 0000 0000•• • 9 • • 0 • • f •00• •0000• •s•s•• 0980 • • _ Y • 0000 •0••• 0 • • • • • • •000• JOB LEO LLANOS, P.E. JOB— ntehello Consulting Structural Engineer SHEET NO Model C ane story OF 367 18495 S. Dixie Highway, #337 1 LLL " MIAMI, FLORIDA 33157 CALCULATED BY DATE____( - (305) 378-6916 LLL • CHECKED BY DATE o c SCALE { STRUCTURAL CALCULATIONS Applicable Code * SFBC 1994 Building Code * ACI 318-92 Reinforced Concrete * ACI 530-92 Reinforced Masonry Masonry Designers Guide by ACI, 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 --------- 15 0 feet above grade B= 90 00 FEET "a" = 9 0 FEET L= 33 00 FEET "a" = 3 30 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 Structural Engineering contained herein shall bear the,Engigeer's J �y�` tiya;; , original signature, date and impressed seal. Per Chapter 471..;,F,:S:�}. � ;t.* ' 1 "a„•tit hi t} .,� - , ' ~� "X Leo Llanos, P .E . Consul.ing Structural Engineer PROJECT Montebello 2 model C FILE PG. NO 1 SITE Miami BY LLL DATE 10/7/99 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 15 . 00 ft : : : PRESSURE COEFFICIENT DATA : . FIGURE 2 AA'.` C SURFACE : WINDWARD A � SRS SURFACE LEEWARD SIDE_L 90 . 00 ft SIDE_B 33 . 00 ft1 SURFACE SIDEWALLS Y TABLE 9 CONDITION I Leo Llanos, P .E . Consulting Structural Engineer PROJECT Montebello 2 model C FILE PG . NO 2 SITE Miami BY LLL DATE 10/7/99 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 : Montebello 2 model C FILE PG. NO 3 SITE - :, Miami BY LLL DATE 10/7/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK 1 - ,f 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 . 32 0 . 25 -0 . 25 27 . 09 27 . 09 21 . 83 35 . 37 Leo Llanos, P . E . Consulting Structural Engineer PROJECT Montebello 2 model C FILE PG. NO 4 SITE - Miami BY LLL DATE 10/7/99 SUBJECT �: ASCE 7-88 (7-93) WIND LOADS CK y1 ASCE 7-93 WIND LOAD CALCULATIONS LEEWARD WALL . . . . . . . . . . . . . . . . . . Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp Leeward (side B) _ -0 . 264 Cp Leeward (side L) _ -0 . 500 Design Wind Pressures Gust Factor, Gh = 1 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure-Side B, p = -16 . 20 psf Case II (-GCpi) Pressure-Side B, p = -10 . 00 psf Case III (+GCpi) Pressure-Side L, p = -24 . 65 psf Case IV (-GCpi) Pressure-Side L, p = -11 . 10 psf Leo Llanos, P.E . Consul"cing Structural Engineer PROJECT Montebello 2 model C FILE PG. NO 5 SITE " Miami BY LLL DATE 10/7/99 SUBJECT, 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 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure, p = -31 . 80 psf Case II ( -GCpi) Pressure, p = -18 . 25 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Combined wind pressure shall not be less than 10 . 00 psf . PROJECT FILE PG. NO 1 SITE BY DATE 10/13/99 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 15 . 00 ft PRESSURE COEFFICIENT DATA : . FIGURE 2 ` w -S WINDWARD NORMAL TO RIDGE rr'� WINDWARD PARALLEL TO RIDGE LEEWARD NORMAL TO RIDGE LEEWARD PARALLEL TO RIDGE SIDE_L 90 . 00 SIDE_B 33 . 00 ANGLE 22 . 60 TABLE 9 CONDITION I PROJECT FILE PG. NO 2 SITE BY DATE 10/13/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK a - J 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. C1) 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) PROJECT FILE PG. NO 3 SITE :T BY DATE 10/13/99 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 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure, p = 10 . 00 psf Case II (-GCpi) Pressure, p = 14 . 85 psf Case III (-GCpi) Pressure, p = -10 . 00 psf Case IV (-GCpi) Pressure, p = 10 . 00 psf PROJECT FILE PG. NO 4 SITE _ BY DATE 10/13/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK J ' 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 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure, p = -31 . 80 psf Case II (-GCpi) Pressure, p = -18 . 25 psf PROJECT FILE PG. NO 5 SITE BY DATE 10/13/99 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 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure, p = -31 . 80 psf Case II (-GCpi) Pressure, p = -18 . 25 psf PROJECT FILE PG. NO 6 SITE BY DATE 10/13/99 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 . 320 Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCpi) Pressure, p = -31 . 80 psf Case II (-GCpi) Pressure, p = -18 . 25 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 Montebello 2 model C FILE PG. NO 1 SITE Miami BY LLL DATE 10/7/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK R - 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 15 . 00 ft o ' . . : PRESSURE COEFFICIENT DATA : . . (�% FIGURE ZONE 1 "CIS G MEAN ROOF HEIGHT : ESS THAN 60 . 00 FT. AREA : 340 Ft2 �- ANGLE : 22 . 61 deg TABLE ; 9 CONDITION ; I Leo Llanos, P.E . Consulting Structural Engineer PROJECT Montebello 2 model C FILE PG. NO 2 SITE Miami BY LLL DATE 10/7/99 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 Montebello 2 model C FILE PG. NO 3 SITE . Miami BY LLL DATE 10/7/99 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 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III (-GCp, +G i) Pressure, p = -36 . 57 psf Case IV (-GCp, -GCpi) Pressure, p = -23 . 03 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 Montebello 2 model C FILE PG. NO 1 SITE- Miami BY LLL DATE 10/7/99 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 15 . 00 ft : : : PRESSURE COEFFICIENT DATA FIGURE 3 IT ZONE ; 2 MEAN ROOF HEIGHT LESS THAN 60 . 00 FT. AREA : 340 Ftz ANGLE 22 . 61 deg TABLE g CONDITION ; I Leo Llanos, P. E . Consulting Structural Engineer PROJECT Montebello 2 model C FILE PG. NO 2 SITE . Miami BY LLL DATE 10/7/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ti 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 Montebello 2 model C FILE PG. NO 3 SITE - Miami BY LLL DATE 10/7/99 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 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III ( -GCp, +GCpi) Pressure, p -60 . 96 psf Case IV (-GCp, -GCpi) Pressure, p = -47 .41 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 a3 �3• s3 2 f -f L I " o III s = 115S lion, I � net ,,, �r-�= /G �� 1 �� ) . _ �j4� �bs << �• C ` 2, ,s LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO or 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED Be DATE (305) 378-6916 CHECKED BY DATE SCALE D `t L=7 6 Psi X i i 3 . 6 r TIC - 13 Vj G S1 k LEO LLANOS, P.E. JOB i Consulting Structural Engineer SHEET No _ or 18495 S Dixie Highway, #337 _ MIAMI, FLORIDA 33157 cnLCULnreo Dv onrE (305) 378-6916 - CHECKED Dr DATE SCALE 3�1 2 9"A {� • I k/� . D to D�`� I (�� '� 6 •2S �� Leo Llanos, P .E . Consulting Structural Engineer PROJE^T Montebello 2 model C FILE PG. NO 1 SITE Miami BY : LLL DATE 10/7/99 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 STR : : : : : : : : . . . . . . . . . Height 15 . 00 ft PRESSURE COEFFICIENT DATA : . . FIGURE ZONE C- 4 MEAN ROOF HEIGHT S THAN 60 . 00 FT. JJJ AREA 40 Ft2 TABLE 9 CONDITION : I Leo Llanos, P.E . Consulting Structural Engineer PROJECT Montebello 2 model C FILE : PG. NO 2 SITE Miami BY LLL DATE 10/7/99 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 Montebello 2 model C FILE PG. NO 3 SITE Miami BY LLL DATE 10/7/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 1 . 26 -GCp = -1 . 36 +GCpi = 0 . 25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 801 Velocity Pressure, qh = 27 . 091 psf Case I (+GCp, +GCpi) Pressure, p = 27 . 32 psf Case II (+GCp, -GCpi) Pressure, p = 40 . 86 psf Case III ( -GCp, +GCpi Pressure, p = -43 . 57 psf Case IV (-GCp, -GCpi) Pressure, p = -30 . 02 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 . 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 : c DATE : 10-13-1999 TIME : 20 : 37 : 50 Job Title : MONTEBELLO 2 MODEL C 10 FOOT 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 =08in UNSUPPORTED HEIGHT = 10 . 00 ft WALL THICK . = EQUIV WALL THICK. = 4 . 60 in LOAD DATA UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O .W = 538 . 00 plf UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O .W = 525 . 00 plf UNIFORM LOAD ECC. = . 00 in WIND LOAD = 44 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = . 00 REINFORCEMENT DATA REBAR SIZE "#" = 5 REBAR LOCATION = CENTER REBAR SPACING = 48 i 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 538 525 0 0 -- - -- - - --- -- -- AT MIDHEIGHT 838 525 0 0 6600 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 ----- --------- ----- ----------------------------------------------------------- -- 1 6600 24 374 . 75 24815 1 . 03 . 799 1 . 33 GOOD End of 'MASWALL Elapsed Time : 0 min 0 sec 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 : c DATE : 10-13-1999 TIME : 20 :42 :46 Job Title : MONTEBELLO 2 MODEL C 11 . 50 FOOT 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( 11 . 50 ft UNSUPPORTED HEIGHT = 11 . 50 ft WALL THICK. 8 i EQUIV WALL THICK. = 4 . 70 in LOAD DATA UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O .W = 538 . 00 plf UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O .W = 525 . 00 plf UNIFORM LOAD ECC. _ . 00 in WIND LOAD = 44 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = . 00 REINFORCEMENT DATA ----------- ------ - REBAR SIZE "#" = 5 REBAR LOCATION = CENTER REBAR SPACING = 0 i' DEPTH TO REINF = 3 . 75 AREA PER FOOT = . 092 in^2 REBAR PERCENTAGE _ . 20 0 ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 320 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 538 525 0 0 -- -- - -- - ------ AT MIDHEIGHT 883 525 0 0 8728 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 MOMENT'S AXIAL MASONRY STEEL << COMBINED STRESSES >> CASE (lb-in) (psi) (psi) o MAX (psi) o MAX ACTUAL ALLOW STATU ----- --------- ---------- --------- -------------- ---------------------------- --- - 1 8728 24 460 . 92 27532 1 . 15 . 972 1 . 33 GOOD tnd of MASWALL El-ap,sed Time : 0 min 0 sec 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 (o 0 User #950087 C) LEO LLANOS P .E . KEY BISCAYNE FL 33149 Input data filename : c DATE : 10-13-1999 TIME : 20 :46 : 19 JOB : MONTEBELLO MONOLITHIC FOOTING MODEL C *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 1138 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 it WL 525 . 0 plf FC 3 . 0 ksi WID 8 . 00 if UD 10 . 0 psf FY 60 . 0 ksi D 12 . 00 It T 4 . 00 It *BAR SIZES* B2 8 . 00 LBAR # 5 TBAR # 3 DP 1 . 00 inches B3MAX . 00 SPAMIN 4 . 00 inches SPAMAX 12 . 00 inches 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 : c DATE : 10-13-1999 TIME : 20 :47 : 7 JOB : MONTEBELLO MONOLITHIC FOOTING MODEL C *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 1138 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 11 WL 525 . 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 76 . 00 " SPAMIN 4 . 00 inches SPAMAX 24 . 00 inches *RESULTS* B 16- inches PTOT 2072 plf BARS AND SPACING Z B2 8- QEXT 1988 psf 2 # 5 #3 @ 15 = 0 B3 29 QINT 1119 psf End M OOT _ J 1 r02 6) 4 INTRASOFT : MONOFOOT - Monolithic Slab Footing Design 0F 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 : c DATE : 10-13-1999 TIME : 20 : 50 :46 JOB: MONTEBELLO MODEL C MONOLITHIC FOOTING SIDE WALL 4 . 5 FT ROOF LOAD *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 813 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 11 WL 135 . 0 plf FC 3 . 0 ksi WID 8 . 00 if UD 10 . 0 psf FY 60 . 0 ksi D 12 . 00 it 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 NOtle : Transverse reinforcing - Use mesh as required by local code *RIISULTS* ~$ 16 inches PTOT 1217 plf BARS AND SPACING 8 " QEXT 1745 psf 2 # 5 #0 @ 0 B3 0 QINT 80 psf . End of MONQFOOT Elapsed Time : 0 min 1 sec M � C 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 Y t � �. C �r� �r\-<-�-^�� n�c Cdr � �e I�r•, , ��-�. : • � p� t,..a-c � C � z�, e�c b0 I I •.� 1�� . 7 �� r'..'�, �. L'•`� 'I--� ��` � O �! /,jam_._ i n 1.J/'.._.r-� ( l �`; `-��►�,�. � � .6 w/ rte �-� - t, , / � U;SU r 2 j 1 It \ F-T 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 VI r � n N y vM ni I � t ( 12, 4-vi V U W n YlQ Cam' t'� f X MCP I r v 50 JOB Mun le Mo C LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO of 18495 S Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY DATE SCALE I 41 It L-q Tr- 3 , 1 O� ', uOut" a), S/2 CSS ��F� - `�� 1 -*/FT, -Lz� �2- S) 1. � � �`- 1 < SAS Psl ck 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 -j 04PA i 1 33 �2 M W e CL tiJ 1 � U I\' �-'� (y' ..j�7 C✓� Y •'-�J'l'7„ P-.l U �`��LL'`-' "''_6- 3 21 P 1� J 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 f ,c C X LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO OF 18495 S Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE g (305) 378-6916 CHECKED Br t DATE SCALE D ` 'Tb - 2 W- 0 � k I 3' x-7 t ,-- ® S1i 40 � -2 ° - 0 If a� ___<<<<BRACING LIST»»________________________________<<«BEST.TRUSS .CO. >>»___ Customer H.G.ENTERPRISES Date 6-7-2000 Project ## OA66 Page 1 / 1 ==Bld(8/11/1998),v1 TRT:SS ID WEB BRACING SCHEDULE ----------------------- TlA @ 1/2 PTS : 3'-1, 5-7, ice= @ 1/2 PTS : 3-1`, 5-7, Sf` @ 1/2 PTS : 8-1�0 , S1B @ 1/2 PTS : 8-10 , S7A @ 1/2 PTS : 11-13 , H7 @ 1/2 PTS : 6-17, H6 @ 1/2 PTS : 6-17, S6 @ 1/2 PTS : 4-11, S3 @ 1/2 PTS : 3-15, 4-15, 5-14 , 5-13 , G1 @ 1/2 PTS : 4-8, 5-8, r @ 1/3 PTS : 5-7, SG1 @ 1/2 PTS : 6-17, S2 @ 1/2 PTS . 5-6, M . A Al 00 0 • • • • • •• • 0000 < ••'io, • 0000 • • • • •• • 0000 • • l� 0000 • 0000 0000•• • �_ 0000 •i • • • • •• • 0000•• • 0000 0000•• 0000•• 0000 • • • • 0000 0000• 0000 0000 • • • 0000• ===««ACES-32 Ver. 1 . 1>>>>====== [ 038227 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut»» : 12 . 91 Hand j ig»» : 18 . 97 Hand assembly»» : 8 . 13 Com cut : 4 . 49 Comp asssembly 0 . 00 Cus�omer : H.G.ENTERPRISES Wed Jun 7 13 : 34 : 57 2000 Project # : OA66 Truss ID HG1 Family # 314 Span , : 24-3-4 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES LOAD CASE #1 REACTIONS - SIZE 14 -2886 7-8=-5087 10-11= 0 16-1= 0 2-16= 3728 5-13= 123 9-11= 4303 1=-2912 3.44 2-3=-3738 8-9=-4563 11-12= 4212 3-16=-1309 6-13=-739 10=-2928 7.25 3-4=-4797 9-10=-2895 12-13= 4690 3-15= 1113 7-13= 1179 4-5=-5453 13-14= 5453 4-15= 333 7-12= 619 5-6=-5540 14-15= 4422 4-14= 1429 8-12= 557 6-7=-5540 15-16= 3467 5-14=-826 8-11=-810 PROVIDE FOR 1377 LBS UPLIFT AT JOINT 1 (0.47) PROVIDE FOR 1455 LBS UPLIFT AT JOINT 10 (0.50) PROVIDE FOR 40 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[111=8,3.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:7-8=3x6; BOTT CHORD SPLICES:13-14=4x7; , 2-9-4 6-3-4 9-11-13 13-6-11 17-3-4 20-9-4 24-3-4 , 1-0 2-9-4 3-6 3-8-9 3-6-13 3-8-9 3-6 3-6 .`. . . . .... .. . 4x9 3x4 2x4 4x9 `••`•` `••••` •••• 4 5 6 7 • • 3X4 % 3x •• • •••• 3 • • 8 Ap • • • 4x12 • 2 .. 3x10 s . ... ...... 1¢ 1 14 1 1 1 • • • • 3xS 4x 3x4 3x 4x .:.5x. 6 .... 10 3x6 `....` `••••3x4 2-9-4 6-3-4 9-11-13 13-6-11 17-3-4 20-9-4 24-3-4 •••••� 2-9-4 3-6 3-8-9 3-6-13 3-8-9 3-6 3-6 • L. HL TO PK: 6-9-8 R. HL TO PK : 7-7 LEFT HEIGHT: 1-2-15 SPAN:24-3-4 RISE :3-10-5 RIGHT HEIGHT: 0-11-5 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 696 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 13-14=0 . 565 BOT CHORD:2X4 SS 19 SP BOTT 0 10 LL.DEFL.@13=0 .20 < L/360 WEBS :2X4 No. 3 19 ,,SP - SPACING 24 . 0 REPETITIVE STRESSES NOT USED NO. OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) ''s�.", LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 4= 90 4- 7= 203 7- 9= 90 10-12= 20 12-15= 45 15:q 41' CONCENTRATED 12= 787 15= 787 LLIj e'wz t*L r U) . CHORD: 4-5; 5-6; 6-7 TO BE 2X4 SS 19 SP ;, ar . Q° 's 4a- - u,s WEB: 1-2 TO BE 2X6 No.2 19 SP e d WEB: 2-16; 9-11 TO BE 2X4 No.2ND 19 SP BOTH END VERTICALS ARE NOT EXPOSED. : TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PS F DL,2.00 MI'FR M OCEAI6 NE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PIATF MIICT RF TNSTAIIFr) nN FA_ FAfF nF InTNT CYMMFTRTfAIIY(F)(CFPT AS SIInWN1nFS1rN rnNFnRMC W/NDC nFSTrN SPFfS CCRr ANSI/TPT`95 ry'S ===««ACES-32 Ver. 1 . 1>>>>====== [ 038237 ] ___===««BEST.TRUSS . CO. »»_________ Hand cut>>>> : 32 . 51 Hand jig>>>> : 43 . 19 Hand assembly>>>> : 25 . 92 Com cut : 14 . 32 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :36 :41 2000 Project # : OA66 Truss ID HG3 Family # special Span 32-6-12 Quantity 2 To o pitch : 90/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ I FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 46 7-8=-7561 10-11= 0 16-17= 5302 2-17= 4211 6-14= 176 9-11= 6376 2=-4356 7.25 2-3=-3614 8-9=-6810 11-12= 6286 17-1= 0 3-17= 687 6-13=-1291 14-16= 5816 10=-3986 7.25 3-4=-3348 9-10=-3953 12-13= 6970 4-17=-3021 7-13= 3261 4-5=-9940 13-14= 9834 4-16=-2187 7-12= 578 5-6=-9985 14-15= 100 4-14= 5847 8-12= 785 6-7=-9834 15-16= 0 5-14=-1033 8-11=-1000 PROVIDE FOR 2200 LBS UPLIFT AT JOINT 2 (0.50) PROVIDE FOR 1954 LBS UPLIFT AT JOINT 10 (0.49) PROVIDE FOR 270 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):0 2=9.5,31,[j9=3,2.51,[j11=5,41,[j14=5,21,[j16=4,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;7-8=3x6; BOTT CHORD SPLICES:12-13=5x6; 1-8-8 000000 1-0-12 4-7-8 9-2-8 13-9-8 19-4-8 25-7-8 29-1�-2 •3S?-12 • • • F 4-7-8 1 4-7 1 4-7 1 5-7 1 6-3 13-Si10••13x5-10°'I o o o e 4x5 4x9 3x4 4x5 4x9 • • • 0000 • • 3 4 5 6 7 :• 4x 00 • •e•0 5x12 ••6 • • •• 7Re•• 2 • • • 0000 ••00•• 9 • 14 6ry> • 0000•• 13 12 00 jf • • • 7X10 4X5 4x5 • 6x10 .10. 2-��••••: 17 16 15 • • • • 0000•• 0000 • • 2-¢ 4x9 5x8 2x4 • • 0000 0000• ••0• 0000 • • 2x44-7-8 1 9-2-8 13-9-8 1 19-4-8 1 25-7-8 129-1r2 132-6-121 •.:•.� 4-7-8 4-7 -7 6-3 3-5-10 3-5-10 0 L. HL TO PK: 5-0-2 INTERNAL RISE : 2-0 R. HL TO PK : 7-6-3 LEFT HEIGHT: 3-10-4 SPAN: 32-6-12 RISE : 5-9-6 RIGHT HEIGHT: 0-10-11 --------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 965 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 13-14=0 . 712 BOT CHORD:2X6 No. 2 19 S_P..•... BOTT 0 10 LL.DEFL.@15=0 . 26 < L/360 WEBS :2X4 No. 3 19_,SPkE .1 I—, , \ ei -------------- - ---- SPACING • 24 . 0 i.n `b�!:':.� '•..e, ; �. C s REPETITIVE STRESSES NOT USED NO. OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 90 3- 7= 203 7- 9= 90 10-12= 20 12-14= 45 15--�1�7-- +e,9871 'i'= 20,. CONCENTRATED 12= 787 17= 787 ;.�� J ��' '� �f A t �''d ++• CJ 'ut{�dry 1 CHORD: 3-4; 4-5; 5-6; 6-7 TO BE 2X4 SS 19 SP CHORD: 14-15 TO BE 2X4 No.3 19 SP BOTH END VERTICALS ARE EXPOSED. �'' ® ,(�Q f• ,� r. Y; 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .1310 in. NAILS 12 in. o.c(BOTT. CHS.),AND 16d NAILS 12 in. o.c.(TOP CHORD) •, +* For Webs use 1 ROW of NAILS 12 in. o.c. ' ` ****WnTF-Cnarin1 hnnaar/rnnnartinn is rani_ to rlict_ tnn rhnrrliinifnrm Inar1(c) to niI nliac.**** t} ===««ACES-32 Ver. 1 - 1>>>>====== [ 038251 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 8 . 39 Hand jig>>>> : 11 . 15 Hand assemblyy»>> : 6 . 69 Com cut : 3 . 70 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 38 :21 2000 Project # : OA66 Truss ID FG1 Family # 303 Span : 7-3-8 Quantity 2 Top Pitch /12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-3294 5-6= 0 2-6= 3090 1=-3604 2.50 2-3=-2511 6-1= 0 3-6=-2984 5=-3604 2.50 3-4=-2511 4-6= 3090 4-5=-3294 PROVIDE FOR 1780 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 1780 LBS UPLIFT AT JOINT 5 (0.49) (SYMMETRIC PLATING TURNED ON) 3-7-12 7-3-8 3-7-12 3-7-12 4x5 3x4 4x5 Li 3 • • •••• •••• • • • 1 6 • • •• • •••!•• • 5• • • 4x9 • . .... ...... •1111• •J•• • • 3x4 ' • 3-7-12 7-3-8 '#x4 3-7-12 3-7-12 • LEFT HEIGHT: 3-0 SPAN: 7-3-8 RISE : 3-0 RIGHT HEIGHT: 3-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 741 TOP CHORD:2X6 No. 2 19 SP TOP 40 10 BOTT 6-1=0 . 152 BOT CHORD:2X6 No. 2 19 SP BOTT 0 5 LL.DEFL.@6=0 . 02 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTSUBS) LUMBER PLATE TYPE 1 1.00 1.00 UNIFORM 2- 4= 843 5- 1= 175 WEB: 1-2; 4-5 TO BE 2X6 No.2 19 SP BOTH END VERTICALS ARE NOT EXPOSED. :'"�,�� ,+•'"'' , 2 MEMBERS NAILED TOG. W/2 ROW(S) OF .131x3 in. NAILS 4 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .131x3 in. NAILB.", 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. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 Idi�FR�wbCEANL`INE(ASCE7-`93) i 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',501:dSSSBC;ANSI/,TPI=95 rx THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONS69P�BLD4G)ARCHITE- 'OR ENGINEER: ===««ACES-32 Ver. 1 - 1>>>>====== [ 038250 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 8 . 21 Hand jig>>>> : 12 . 06 Hand assemblyy»>> : 5 . 17 Comp cut : 2 . 86 Comp asssembly : 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 38 : 14 2000 Project ## : OA66 Truss ID FG2 Family # : 303 Span 13-9 Quantity 1 Top Pitch : /12 ==BLd(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-2048 2.50 8=-2048 2.50 PROVIDE FOR 979 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 979 LBS UPLIFT AT JOINT 8 (0.48) PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3.5,21,[j7=5.5,21,(SYMMETRIC PLATING TURNED ON) 2-10-1 5-8-12 8-0-4 10-10-15 13-9 , 2-10-1 2-10-11 2-3-9 2-10-11 2-10-1 4x9 3x6 2x4 2x4 3x6 4x9 3 4 5 6 7 • • • • • • • e • r • • 1 12 11 10 9•, •••• 3x10 3x6 3x6 3x10 9..... 3x4 ...... 2-10-1 5-8-12 , 8-0-4 10-10-15 • , e 2-10-1 2-10-11 2-3-9 2-10-11 •••e•• 2-1 @---1 . . .... ..... .... .... . . LEFT HEIGHT: 2-0 SPAN: 13-9 RISE :2-0 RIGHT HEIGHT: 2-0 -------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .430 TOP CHORD:2X6 No. 2 19 SP TOP 40 10 BOTT 10-11=0 . 919 BOT CHORD:2X6 No. 2 19 SP BOTT 0 5 LL.DEFL.@10=0 . 12 < 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 1.00 1.00 UNIFORM 2- 7= 293 8- 1= 10 WEB: 1-2; 7-8 TO BE 2X6 No.2 19 SP WEB: 2-12; 7-9 TO BE 2X4 No.2ND 19 SPA BOTH END VERTICALS ARE NOT EXPOSED. '' ,�``"C't' ",,' TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00'MI n RQM'OCEANLINE(ASCE7;93)':tic 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 DESIGNrS�EG�,„} SSBC,NDS,ANSI/TPI-95,j�;; 14. THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSU w fLY ARCH 11TECT�OR"ENG,INEER; , '•, t y � h'My�,7 ===««ACES-32 Ver. 1 - 1>>>>====== [ 038247 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 6 . 64 Hand j ig»» : 9 . 75 Hand assemblyy»» : 4 . 18 Com cut : 2 . 31 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 37 : 59 2000 Project # : OA66 Truss ID G2 Family # special Span 10-4-8 Quantity 1 Top Pitch 5712 3-5 2 . 93/12 , ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES LOAD CASE #1 REACTIONS - SIZE 1-2=-1169 7-8= 0 2-10= 1403 6-8= 1424 1=-1196 5.50 2-3=-1467 8-9= 1294 3-10= 26 7=-1515 2.50 3-4=-1331 9-10= 1353 3-9=-69 4-5=-484 10-1= 0 4-9= 613 5-6=-470 4-8=-1077 6-7=-1397 5-8=-79 PROVIDE FOR 639 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 864 LBS UPLIFT AT JOINT 7 (0.57) PROVIDE FOR 420 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1 -0 2-10-1 5-11 -9 9_-1 .10-4-8 . 2-10-1 3-1 -8 3-1 -8 1 -3-8 4x5 3x4 3x4 5 6 • • • • • 4x9 4 • • .. .• • od• 0000 3 • • • • • %• • • • 0000 e 3x4 •• • 94 04 000.0 .,•0 . 0 2 ET- 0000.. •••••• •• 10 9 0 . 8 ..00 0000• 1 • • • • • • 0000 ••••7 • • 3x4 4x5 0 4x9 0.000' 3x4 • 2-10-1 5-11 -9 9-1 .10-4-83,x4 2-10-1 3-1 -8 3-1 -7 1 -3-8 L. HL TO PK: 3-0-14 LEFT HEIGHT: 0-11-12 SPAN: 10-4-8 RISE: 3-8-4 RIGHT HEIGHT: 3-8-4 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 320 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOTT 9-10=0 . 742 BOT CHORD: 2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 02 < L/360 WEBS : 2X4 No. 3 19 SP ------------------------------ ______________________ SPACING : 24 . 0 in. o_µ _c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) +"'• e r LUMBER PLATE TYPE 3 �•°°• ° t''' cE•' 1 1.33 1.33 UNIFORM 2- 6= 90 7- 8= 199 8-10= 185 10- 1= 20 .• CONCENTRATED 8= 165 10= 80 RIGHT END VERTICAL IS EXPOSED,LEFT END VERTICAL IS NOT EXPOSED. y,.7 >.�. } ,� TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00` FROM OCEANL•INE(ASCE7-93j,. ,$t PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 4 ly PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN,`,S�I3ECS SSBG;ANSI/TPIa95 V THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT' BLDG°ARCHITEOTi,PR ENGINEER. ===««ACES-32 Ver. 1 - 1>>>>====== [ 038246 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 11 . 04 Hand jig>>>> : 16 .23 Hand assembly>>>> : 6 . 95 Com cut : 3 . 84 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 37 : 53 2000 Project # : OA66 Truss ID G1 Family # 201 Span : 9-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-9= 822 7-8= 864 2-10= 2576 5-7=-2922 2=-3840 7.25 2-3=-1350 8-9= 1393 3-10=-602 7=-3652 4.34 3-4=-1509 9-10= 1263 3-9= 309 4-5=-936 10-1= 0 4-9= 1363 5-6= 0 4-8=-1459 6-7=-101 5-8= 2942 PROVIDE FOR 2038 LBS UPLIFT AT JOINT 2 (0.53) PROVIDE FOR 1946 LBS UPLIFT AT JOINT 7 (0.53) PROVIDE FOR 330 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:4-5=3x4; ,1-8-8, 2-5 4-10 7-3 9-8 2-5 2-5 2-5 2-5 2x4 3x8 e R • .5 • • • 3x4 ...... • 4 • • • ••.• •• • • • • • • 3x4 :. .... .... •e • 6x12 2 •. ••.• .... •• • • . . 06000 . . •••e•• • • •••.•e .... ••e• ." . 3-4 8X� 14 g 8X ..:..• 14 814 7 3x6 5x6 �--2-5 � 4-10 7-3 9-8 2-5 2-5 2-5 2-5 L. HL TO PK: 10-5-11 LEFT HEIGHT:4-7-1 SPAN: 9-8 RISE: 8-7-6 RIGHT HEIGHT: 8-7-6 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 252 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 8-9=0 . 649 BOT CHORD: 2X6 No. 2 19 SP BOTT 0 10 LL.DEFL.@9=0 . 04 < L/360 WEBS : 2X4 N0. 3 19�?SP- SPACING 24 . 0 REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1' �;R� •;,.,;,'�, LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) :� ti•• \�±y ti.a_ LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 6= 90 7 1= 680 CC La y ..J� WEB: 1-2; 6-7 TO BE 2X6 No.2 19 SP ; ca •` _. ,yui;•-r a �x y WEB 4-8; 5-8 BRACED at 1/2 POINTS AS SHOWN ABOVEa �rA' Jy vac ';q WEB 5-7 BRACED at 1/3 POINTS AS SHOWN ABOVE' a�•, � ' � ,.°' �" Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. t.4-6'-,I,,6 ace•w/10d naR's•6 .in'gFo.c .+y, TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT BLDG. CAT. I EXP. CAT. C,10(5+5) PSF DL 2.00 MI,,F'ROM OCEANL,INk,)&E7,-,93)'': PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) , r, a `i"} , , 4 PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC, TP.I-95 ANSf% � THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT-OR ENGINEM, ' �' ===««ACES-32 Ver. 1 . 1>>>>=====:= [ 038252 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut>>>> : 40 . 99 Hand jig>>>> : 54 . 47 Hand assembly>>>> : 32 . 68 Com cut : 18 . 06 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 : 38 :25 2000 Project # : OA66 Truss ID SG1 Family # special Span 32-9 Quantity 2 To Pitch 5/12 7-8 2 . 93/12 , 19-20 12/12 , Bot pitch 24 . 62/12 ==&Id(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-9635 7-8=-10695 12-13= 9294 18-19= 7391 2-21=-171 5-18= 2925 8-15= 1586 1=-4383 7.25 2-3=-9928 8-9=-11269 13-14= 10136 19-20= 8194 2-20= 769 6-18= 609 9-15= 519 12=-5662 7.25 3-4=-10048 9-10=-10069 14-15= 10136 20-21= 8616 3-20=-581 6-17=-13273 9-14= 42 4-5=-5966 10-11= 0 15-16= 11556 21-1= 8612 4-20= 7023 6-16= 13220 9-13=-1454 5-6=-7388 11-12=-292 16-17= 16305 4-19=-2322 7-16= 3937 10-13= 1208 6-7=-11505 17-18= 7167 5-19=-3523 7-15=-1970 10-12=-10734 PROVIDE FOR 2069 LBS UPLIFT AT JOINT 1 (0.47) PROVIDE FOR 3099 LBS UPLIFT AT JOINT 12 (0.55) PROVIDE FOR 179 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LE FT,Y=TOP):[j4=5,21,[j6=6,3.51,[j16=5,91,Ij17=3.5,141,[j19=3,7.51,(SYMMETR I C PLATING TURNED ON 24-4-4 28-6-10 6-5-8 9-6-11 12-8 15-8 19-3-8 2 —10 14 2 —2— 32-9 1 0 6-5-8 3-1-3 3-1-5 3-0 3-7-8 1-7-6 3-5-6 1-10 —4-6 4-2-6 4x5 • ' 700 4x5 8.5X12 """ • • ` 4x5 • • • •••• .. • 3x4 4 5 6 7 4x12 �••`•` `••••` •••• 8 • • 4x5 3 g •4x9 10 �••�'� 2 •• • • 8x10 • 000e • 1• 1 • 16 15 14 • 13 • •• •`I0-1Q••••• 21 2 14X10 3x4 4x5 `• 120 3x4 10x10 6x10 •••••� �••••� 2X4 WEDGE "" • • 1s to v • . (�x12 ..••• 10x10 8X14 15.5X8 •••• •••• • • 28-6 X10 6-5-8 9-6-11 2-0-1 15-8 -11 4-4-4 2 — — 32-9 • 6-5-8 3-1-3 —6 3-7-5 3-7-8 1-7-8 3-5-4 1-10 —4-6 4-2-6 L. HL TO PK: 13-8-11 INTERNAL RISE : 0-10 R. HL TO PK : 9-1-2 LEFT HEIGHT: 0-10-8 SPAN: 32-9 RISE : 8-7-13 RIGHT HEIGHT: 0-11-12 ------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 9-10=0 . 630 TOP CHORD:,2X6 No.2 19 SP TOP 30 15 BOTT 15-16=0 . 901 BOT CHORD:2X6 No.2 19 SP -- BOTT 0 10 LL.DEFL.@16=0 . 35 < L/360 WEBS :2X4 Nol . 3 '19' SP_, SPACING - 24 . 0 in Q�o�'�C �•��•_--- REPETITIVE STRESSES NOT USED NO. OF MEMBERS NOTE: PROVIDE FOR 0.31 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(L'BS) .='tea``-',x'qt, LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2-12= 90 13-15= 20 15-18= 306 18- 1= 20 , , x.sc,, CONCENTRATED 15= 863 18= 3665 PANEL S):1-2 12-13 -NO UNIFORM LOAD REVIEW IS REQUIRED, a � �.` 'rdd ' d fiv CHORD: 4-5; 5-6; 6-7; 7-8; 8-9; 9-10; 10-11 TO BE 2X4 No.2ND 19 SP Ty, r CHORD: 16-17 TO BE 2X6 DSS 19 SP Al rr A" WEB: 2-21. 6-17. 9-14 TO BE 2X6 No.2 19 SP WEB: 4-20; 10-12 TO BE 2X4 No.2ND 19 SP WFR' A-16 T(1 RF 7X4 SS 19 CP r noie:use ix4 or 4x.3 Loni.bracing conn.w/c-oa naiis,or i-Drace or same size ana grace as weD Conn. io narrow race w/iva nazis o in. o.c 2 MEMBERS NAILED TOG. W/2 ROW(S) OF .131x3 in. NAILS 5 in. o.c(BOTT. CHS.),AND 16d NAILS 12 in. o.c.(TOP CHORD) For Webs use, 1 ROW o-t NAILS 12 in. o.c. ****NOTE:Special hanger/connection is reqd. to dist. top chord uniform Load(s) to all plies.**** TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 M18-196,152 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. 0000•• • • • • • • 0000 •• • •• • $000 •••• • •••• • • • • • • • • • •• • 0000 a• • 0 00 0000 • •000 0000•• • 0000 •• • • • • • • • • • • •• • 0000•• • • • • 6 • • • 9060 0000•• ••0••• 0000 • • • • • • 0000 •6.0• 0006 00*0 • 6000• ===««ACES-32 Ver. 1 - 1>>>>====== [ 038253 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 4 . 65 Hand jig>>>> : 6 . 83 Hand assembly>>>> : 2 . 93 Com cut : 1 . 62 Comp asssembly 0 . 00 Cus?omer : H.G.ENTERPRISES Wed Jun 7 13 :38 : 39 2000 Project # : OA66 Truss ID HG2 Family # 314 Span : 11-4 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-1788 4-5= 1605 2-6= 472 1=-1157 7.25 2-3=-1605 5-6= 1605 2-5= 0 4=-1157 7.25 3-4=-1788 6-1= 1605 3-5= 472 PROVIDE FOR 703 LBS UPLIFT AT JOINT 1 (0.61) PROVIDE FOR 718 LBS UPLIFT AT JOINT 4 (0.62) PROVIDE FOR 18 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1-0 , 5-0 6-4 11-4 , 1 -0 5-0 1-4 5-0 4x9 4x5 2 3 • • • • • • •••• •• • 5x6 •••• 5,46 s ss • • 65 • 2x4 3x4 2X3 WEDGE '2X3 WEDGE . .... ...... 5-0 6-4 11 -4 • 5-0 1-4 5-0 •04*0• °•'••• .... .... . . L. HL TO PK: 5-5 R. HL TO PK : 5-5 LEFT HEIGHT: 0-6-3 SPAN: 11-4 RISE :2-7-3 RIGHT HEIGHT: 0-6-3 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 682 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 .465 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 04 < L/360 WEBS : 2X4 No. 3 19 SP -------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33' 1.33 UNIFORM 1- 2= 90 2- 3= 158 3- 4= 90 4- 5= 20 5- 6= 35 6- 1= 20 CONCENTRATED 5= 402 6= 402 � ` ' 4n TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MT,"u ANl.'yN[ &:SCE7-93). her° v :. •,!. 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 DESIGNj� C,4;�' BC ANSI••/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONS'U�►T � �ARCHITECT OR ENGINEER'.;:" °�%t{1i� �(�: S�• (a' 'ti Y I:t '� �k < 7 1 �; ===<<<< CES-32 Ver. 1 . 1>>>>====== [ 038261 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 4 . 58 Hand jig>>>> : 6 . 08 Hand assembly>>>> : 3 . 65 Com cut : 2 . 02 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 :39 : 04 2000 Project # : OA66 Truss ID CJ5 Family # 204 Span 7-0-2 Quantity 2 Top Pitch 3 . 536/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-379 4-1= 353 2-4=-377 1=-422 7.25 2-3= 0 4=-389 2.50 3-4=-199 PROVIDE FOR 484 LBS UPLIFT AT JOINT 1 (1.15) PROVIDE FOR 444 LBS UPLIFT AT JOINT 4 (1.14) PROVIDE FOR 186 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; 1 -5 3-6-1 7-0-2 3-6-1 3-6-1 2x4 2x4 3 2 . . .. . .... .... 5x6 1 e ee ss•• 0000 0000•• • • • •• • 66.9.9 • • • 4 0000 0000•• •0069• 0000 • • • • •9.6 ••666 0666 0000 9 9 7-0-2 3x4 7-0-2 L. HL TO PK: 7-3-12 LEFT HEIGHT: 0-6-3 SPAN: 7-0-2 RISE:2-7 RIGHT HEIGHT:2-7 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 319 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 285 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 LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1ZGa� 1 1.33 1.33 UNIFORM 1- 2= 43 2- 3= 117 4- 1= 18 �" ,!��0 ,,..,. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00,.M ®�OGEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 1+' • :,� ;, ,�'s,y�� . PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN,dSPG�S�"°xSSBC,AN IY TPI-95 ; THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL6,�'B ;"ARCHITECT OR ENGINEER„ ===««ACES-32 Ver. 1 . 1>>>>====== [ 038263 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 1 . 14 Hand jig>>>> : 1 . 52 Hand assemblyy»>> : 0 . 91 Com cut : 0 . 50 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 09 2000 Project # : OA66 Truss ID CJ4 Family # 204 Span 1-3-7 Quantity 2 Top Pitch 3 . 536/12 ==BLd(8/11/1998),v1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-3= 0 3-1= 0 1=-165 7.25 2-3=-7 3=-9 2.50 PROVIDE FOR 208 LBS UPLIFT AT JOINT 1 (1.26) PROVIDE FOR 48 LBS UPLIFT AT JOINT 3 (5.34) PROVIDE FOR 45 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -5 1 -3-7 1 -3- 2x4 3x4 2 • •• • •••• •••• % • • • • • • • • . - 1 -3-73x4 •....• ..:..• L. HL TO PK: 1-4-2 LEFT HEIGHT: 0-6-3 SPAN: 1-3-7 RISE: 0-10-12 RIGHT HEIGHT: 0-10-12 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2-0 . 024 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 -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 17 3- 1= 4 RIGHT END VERTICAL IS NOT EXPOSED. -`r r�C h '"• TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI.FR OCEANUINE,(ASCE7-93),. PLATES ARE MITEK M20-249 200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) •"0°'•• v ., why`-�l PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN'S ECS9r-SSBC;ANSI/TPI, 95 ' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULY,®LDC1�ARCHITECT OR',ENGINEERk. sue• - v ) _ ===««ACES-32 Ver. 1 - 1>>>>====== [ 038269 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 5 . 31 Hand jig>>>> : 7 . 80 Hand assembly>>>> : 3 . 34 Comp cut : 1 . 85 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 39 :29 2000 Project ## : OA66 Truss ID CJ7 Family # 201 Span 7-5 Quantity 1 Top Pitch 3 . 536/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-418 5-6= 135 2-6= 198 1=-435 7.25 2-3=-141 6-1= 0 3-6=-78 5=-456 2.50 3-4= 0 3-5=-227 4-5=-223 PROVIDE FOR 529 LBS UPLIFT AT JOINT 1 (1.22) PROVIDE FOR 733 LBS UPLIFT AT JOINT 5 (1.61) PROVIDE FOR 344 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) ,1-5 3-8-8 7-5 3-8-8 3-8-8 2x4 3x4 4 3 3x4 ••...• • • • •• • •••• •••• s • • •••• •••••• • • • 6 • • • •••• •••••• 3x4 s •..... .... • • ..•. ..... 3x4 • • 3x4 .... .••. • • 3-8-8 7-5 • 3-8-8 3-8-8 L. HL TO PK: 7-8-13 LEFT HEIGHT:4-0-13 SPAN: 7-5 RISE : 6-3-1 RIGHT HEIGHT: 6-3-1 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .465 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 111 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=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 LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 43 3- 4= 124 5- 6= 28 6- 1= 10 L, f ' `�` , TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00,,MI` N.©CEAhLINlASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) §' ?), Ir s PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DES IGNP�'*,''OSBC,ANSd,/,TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON qT:B,6DG;ARCHI-TECT OR ENGINEER. L&J Ca v a ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038268 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 4 . 46 Hand jig>>>> : 6 . 56 Hand assemblyy»>> : 2 . 81 Com cut : 1 . 55 Comp asssembly 0 . 00 Cusomer : H.G.ENTERPRISES Wed Jun 7 13 :39 :26 2000 Project # : OA66 Truss ID CJ6 Family # 204 Span 9-10-1 Quantity 1 Top Pitch 3 . 536/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-==-292 5-1= 631 3-1=-685 1=-678 7.25 2-3= 0 3-5=-684 5=-384 2.50 3-4= 0 4=-397 2.50 4-5= 0 PROVIDE FOR 689 LBS UPLIFT AT JOINT 1 (1.02) PROVIDE FOR 328 LBS UPLIFT AT JOINT 5 (0.85) PROVIDE FOR 444 LBS UPLIFT AT JOINT 4 (1.12) PROVIDE FOR 258 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 a 3x4 • + 3 • • • • 2x4 • 2 • •••• •••• • • 3x4 9-10-1 Ax 9-10-1 L. HL TO PK: 10-3-2 LEFT HEIGHT: 0-10-8 SPAN: 9-10-1 RISE :3-9-5 RIGHT HEIGHT: 3-9-5 ---------------------- 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 . 726 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 LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 57 3- 4= 165 5- 1= 25 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 , �F(2d OCEANLfINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN.,-SPtC&,!.SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSWLb%.BL'DG;ARCHITECT OR ENGINEER.; �-y , fO '1 , a• ===««'ACES-32 Ver. 1 . 1>>>>====== [ 038267 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 7 . 05 Hand jig>>>> : 9 . 37 Hand assembly>>>> : 5 . 62 Com cut : 3 . 11 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 39 :23 2000 Project # : OA66 Truss ID CJ1 Family # 204 Span 9-10-1 Quantity 2 Top Pitch 3 . 536/12 ==Bld(8/11/1998),v1 FORCES - LOAD CASE #1 REACTIONS SIZE 1-' =-292 5-1= 610 3-1=-666 1=-678 7.25 2-3= 0 3-5=-665 5=-384 2.50 3-4= 0 4=-397 2.50 4-5= 0 PROVIDE FOR 689 LBS UPLIFT AT JOINT 1 (1.02) PROVIDE FOR 331 LBS UPLIFT AT JOINT 5 (0.86) PROVIDE FOR 446 LBS UPLIFT AT JOINT 4 (1.12) PROVIDE FOR 260 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 •9000• q • • • • • • • •• • 3x4 • • .. .... • . .. 3 • • • • • • • •• 0000•• 2x4 • . . . . 000000 2 1 . 5 00.00 0 3x4 9-10-1 X4 9-10-1 L. HL TO PK: 10-3-2 LEFT HEIGHT: 0-11-5 SPAN: 9-10-1 RISE :3-10-2 RIGHT HEIGHT: 3-10-2 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 882 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-1=0 . 722 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 LOADING PANEL(PLF) / JOINTS(LBS) „ r� =• , _ LUMBER PLATE TYPE .'• r`53y - 1 '1,.33 1.33 UNIFORM 2- 3= 57 3- 4= 165 5- 1= 25 n k" TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.06 MI�'F,ROK,OCEANLINE(�ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ,t �a �" PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGNISpE `SSBC;ANSI Z,TPI-95 f THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON SUL,T}!BLDGs�ARCH'ITECT�OR'.EJ�GINEER.,;", ,P 1 r- x• ===««ACES-32 Ver. 1 . 1>>>>====== [ 038266 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 86 Hand jig>>>> : 5 . 67 Hand assemblyy»>> : 2 . 43 Com cut : 1 . 34 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 19 2000 Project # : OA66 Truss ID CJ2 Family # 201 Span 7-10-6 Quantity 1 Top Pitch 4 . 09/12 ==BLd(8/11/1998),v1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-430 5-6= 390 2-6= 397 1=-449 7.25 2-3=-412 6-1= 0 3-6= 0 5=-514 2.50 3-4= 0 3-5=-441 4-5=-252 PROVIDE FOR 519 LBS UPLIFT AT JOINT 1 (1.16) PROVIDE FOR 586 LBS UPLIFT AT JOINT 5 (1.14) PROVIDE FOR 242 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x4; 3-11 -3 7-10-6 3-11 -3 3-11 -3 2x4 •4 . • 3x4 • .. .... .... • 3x4 •••• •.•••• • 2 • • 5 ..•.. 3x4 • 3x4 3-11 -3 7-10-6 3x4 3-11 -3 3-11 -3 L. HL TO PK: 8-3-11 LEFT HEIGHT: 0-11-12 SPAN: 7-10-6 RISE : 3-7-15 RIGHT HEIGHT: 3-7-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 449 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 175 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 01 < 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) ,4 LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 46 3- 4= 132 5- 6= 29 6- 1= 10 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI. �Rgq0M QC EANLINE(,QSCE7-93). YwMIA "s PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ,;tL,GL.�� • ` a q, PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGWt.P. � SSBC,ANSI%TPI-95 J., THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL-Ty�BLd9GARGHI�TECT OR-ENGINEER.�,1'�V �e�asp ;� r •r - S © .pry ' t �1 , ===««ACES-32 Ver. 1 . 1>>>>====== [ 038270 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 33 Hand jig>>>> : 1 . 77 Hand assembly>>>> : 1 . 06 Com cut : 0 . 59 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 33 2000 Project # : OA66 Truss ID CJ8 Family # 201 Span 1-10-5 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=-176 7.25 2-3=-17 3=-21 2.50 PROVIDE FOR 237 LBS UPLIFT AT JOINT 1 (1.34) PROVIDE FOR 73 LBS UPLIFT AT JOINT 3 (3.55) PROVIDE FOR 59 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -5 1 - 10-51 1 - 10-5 ' 2x4 •sss6s • • • 3 x 4 2 • . . 0000 •• .. 6 0000 0000 • 1 0 •• . ...• •• 4. 0000 4 • 0 0000 0000•• 0000 .. . . . . 0000 3 • .. • .. . 0000 0000.. • • . • •0.40• . . . 0000 0000. •600 0000 • 6660•• 1 - 10-5 ,3x4 1 - 10-5 L. HL TO PK: 1-11-4 LEFT HEIGHT: 0-6-3 SPAN: 1-10-5 RISE : 1-0-12 RIGHT HEIGHT: 1-0-12 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 057 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 006 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 i 1 1.33 1.33 UNIFORM 1- 2= 23 3- 1= 5 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM PGEANLIIJE(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 JO I NT,SYMMETR I CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPFjU—SS BC,;ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT+BI!pG:ARCHITECT"OR ENGINEER: ua = '` ~` ===««ACES-32 Ver. 1 . 1>>>>====== [ 038291 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 81 Hand jig>>>> : 2 . 66 Hand assemblyy»>> : 1 . 14 Com cut : 0 . 63 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 :40 :25 2000 Project # : OA66 Truss ID CJ3 Family # 201 Span 3-4-1 Quantity 1 Top Pitch 4 . 09/12 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-?=-193 4-1= 0 2-4= 0 1=-206 7.25 2-3= 0 4=-72 2.50 3-4=-59 PROVIDE FOR 268 LBS UPLIFT AT JOINT 1 (1.30) PROVIDE FOR 181 LBS UPLIFT AT JOINT 4 (2.52) PROVIDE FOR 115 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 3-4-1 3-4-1 2x4 3 . . . •... .. . .. . .... .... 3x4 ' % 2 . .... ...... .... .. . . . .. . ...... . . 1 . .... ...... 4 •••••• •••• • • • • .•.. •.... .•.. .••• • . 3x4 • 3-4- 1 3x4 3-4-1 L. HL TO PK: 3-6-5 LEFT HEIGHT: 0-11-12 SPAN: 3-4-1 RISE :2-1-6 RIGHT HEIGHT: 2-1-6 --------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 199 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 021 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 LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 38 4- 1= 8 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI F�M°QCEANCINE(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 SP,� �B�,ANSI/TPI"-'95', THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL, Ip RCHITECT101R ENGINEERS •�nom'°' � �® � � k�'�1'- t I • p. ',+". _�d f Y,f Tit 4.a( ===««ACES-32 Ver. 1 . 1>>>>====== [ 038223 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 37 . 37 Hand jig>>» ; 39 . 72 Hand assembly>>>> : 29 . 79 Com cut : 16 .46 Comp asssembly 0 . 00 Cusfomer H.G.ENTERPRISES Wed Jun 7 13 : 34 : 30 2000 Project ## ; OA66 Truss ID TlA Family # 104 Span 25-0 Quantity 4 Top Pitch 5/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-390 7-8= 1891 3-1=-2139 1=-1469 7.25 2-3= 0 8-9= 1401 3-9=-317 7=-1469 7.25 3-4=-1895 9-1= 1891 4-9= 571 4-5=-1895 4-8= 571 5-6= 0 5-8=-317 6-7=-390 5-7=-2139 PROVIDE FOR 724 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 724 LBS UPLIFT AT JOINT 7 (0.49) PROVIDE FOR 34 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1-0 6-4-5 12-6 18-7-11 25-0 . 1-0 6-4-5 6-1-11 6-1-11 6-4-5 . seeese e e e 4x5 • • 0000 .. • 4 0• • • •• • 0000 0000 0000 • 0 • • 9 • • •• • 0000 3x4 3x4 •�• • • 3 5 . • • • •• 0000 • • • 0090 0000•0 • •• •• • • • • •• • 000099 2x4 ', 2x4 • 2 9 • 6X10 6x10 0.00 ..�.. � 0.9• 0000 � • • 3x6 3x6 ..9..• 8-0 17-0 25-0 • 8-0 9-0 8-0 L. HL TO PK: 13-6-8 R. HL TO PK : 13-6-8 LEFT HEIGHT: 0-11-5 SPAN:25-0 RISE: 6-1-13 RIGHT HEIGHT: 0-11-5 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 513 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 9-1=0 . 679 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 08 < 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 BOTH END VERTICALS ARE NOT EXPOSED. i L WEB 3-1; 5-7 BRACED at 112 POINTS AS SHOWN ABOVE y(�± ,ya+^' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrokf ace,wl10d nail°s.b in. o.c LIN TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI ,f�dMI EEANE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) rm' •� �`' °M1 ' ,-� y PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SSrM ;,SSBC,ANSP/TPI7.95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDGIQRCHhTECT,ORAENGINEER. `fie#✓' �„•�tk `�9�1-" rt f'; / R a+v •� 613 • e�� `i ===««ACES-32 Ver. 1 . 1>>>>====== [ 038224 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 17 . 54 Hand jig>>>> : 23 . 31 Hand assembly>>>> : 13 . 98 Com cut : 7 . 73 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 : 34 : 36 2000 Project ## : OA66 Truss ID T1 Family # 104 Span : 24-0-12 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-239 7-8= 1798 3-1=-1903 1=-1310 2.50 2-3= 0 8-9= 1297 3-9=-175 7=-1420 7.25 3-4=-1669 9-1= 1618 4-9= 399 4-5=-1790 4-8= 582 5-6= 0 5-8=-327 6-7=-390 5-7=-2034 PROVIDE FOR 577 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 701 LBS UPLIFT AT JOINT 7 (0.49) PROVIDE FOR 58 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=3,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;4-5=3x6; BOTT CHORD SPLICES:9-10=3x6; 5-5-1 11-6-12 17-8-7 24-0-12 , 1-Q�• 5-5-1 6-1-11 6-1-11 ig-�•-J i i i . . . .... .. . .. . .... .... 4x5 .... a .. .... • 3x4 3x4 "'• "":' 3 5 •••• •• • • • • •• • •••••• 2x4 .... •....• • 2 ..'•2x4 • • • • • •.••. LU ••.•• 9 8 ' 3x4 5x6 7 3x6 3x6 7-0-12 16-0-12 24-0-12 7-0-12 9-0 8-0 L. HL TO PK: 12-6-5 R. HL TO PK : 13-6-8 LEFT HEIGHT: 1-4 SPAN:24-0-12 RISE: 6-1-13 RIGHT HEIGHT: 0-11-5 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 842 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 7-8=0 . 662 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@8=0 . 07 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. o,\\ c"I:' REPETITIVE STRESSES USED NO. OF MEMBERS = 1 '��,..�;"•.•" h ±. CHORD: 4-5; 5-6 TO BE 2X4 SS 19 SP BOTH END VERTICALS ARE NOT EXPOSED. `�• �•P WEB 3-1; 5-7 BRACED at 1/2 POINTS AS SHOWN ABOVE lraxd"(lip?; Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narr-dw•,fade 'w/10d4naiLs--- in''?o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.OO, hhI y`FROM!ROCEANLINEr(ASCE7-,93'j. 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 JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEtS;+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. 're A �� ===««ACES-32 Ver. 1 . 1>>>>====== [ 038225 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 12 . 19 Hand jig>>>> : 17 . 91 Hand assembly>>>> : 7 . 68 Com cut : 4 . 24 Comp asssembly : 0 . 00 Cusomer H.G.ENTERPRISES Wed Jun 7 13 : 34 :41 2000 Project ## : OA66 Truss ID H2 Family # : 314 Span : 24-0-12 Quantity 1 Top Pitch : 5/12 ==B[d(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS SIZE 1-?=-1265 7-8=-1366 8-9= 0 2-12= 1667 6-10=-427 1=-1310 2.50 2-3=-1752 9-10= 1855 3-12=-296 6-9=-134 8=-1420 7.25 3-4=-1572 10-11= 1450 3-11=-192 7-9= 1871 4-5=-1478 11-12= 1619 4-11= 175 5-6=-1602 12-1= 0 4-10= 57 6-7=-2009 5-10= 237 PROVIDE FOR 577 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 701 LBS UPLIFT AT JOINT 8 (0.49) PROVIDE FOR 54 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j9=3.5,2.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6; BOTT CHORD SPLICES:10-11=3x6; 4-6-12 10-0-12 13-0-12 18-6-12 ._24=0-12 1-0;• ;•; �4-6-12 5-6 3-0 5-6 i `i Y ••ee e.•• e• • .e•• ••.• 4x9 4x5 • •••• • 4 5 • • •• • •••• e• • 3x4 3x4 .... ...... • • • •• • •••••• 3x4 • • •ee• •••e•♦ 2 ...•.. ...3x4 12 11 1 9 3 X 4 3X4 3X0 4X7 8 • 3x6 3x4 4-6-12 10-0-12 13-0-12 18-6-12 24-0-12 4-6-12 5-6 3-0 5-6 5-6 L. HL TO PK: 10-10-13 R. HL TO PK : 11-11 LEFT HEIGHT: 1-4 SPAN:24-0-12 RISE: 5-6-5 RIGHT HEIGHT: 0-11-5 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 814 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 9-10=0 . 478 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 07 < L/360 WEBS : 2X4 No. 3 19 SP ------------------------- -------------- STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. o."Icl. , REPETITIVE STRESSES USED NO. OF MEMBERS = 1 BOTH END VERTICALS ARE NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00;MI F OM QE ANL'INEC SCE7, ,93). ` PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) t±' ;., PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGNISPECS,;;� C,ANSI/TP1 ?5rb' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT�BLDG AR-HI TECT,,OR ENGINEER. ' S.Id e.4, ,ye{�,a t. ,a �• ��, ,' ===««ACES-32 Ver. 1 . 1>>>>====== [ 038226 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 12 . 31 Hand jig>>>> : 18 . 09 Hand assembly>>>> : 7 . 75 Com cut : 4 . 28 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 34 :49 2000 Project ## : OA66 Truss ID H1 Family # 314 Span : 24-0-12 Quantity 1 Top Pitch 5/12 FORCES GRAVITY LOADS REACTIONS SIZE 1-7=-1275 7-8=-2008 9-10= 0 2-13= 1615 6-11= 334 1=-1310 2.50 2-3=-1665 8-9=-1376 10-11= 1854 3-13=-406 7-11=-227 9=-1420 7.25 3-4=-1710 11-12= 1741 3-12= 42 7-10=-209 4-5=-1577 12-13= 1540 4-12= 301 8-10= 1877 5-6=-1655 13-1= 0 5-12=-264 6-7=-1795 5-11=-138 PROVIDE FOR 577 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 701 LBS UPLIFT AT JOINT 9 (0.49) PROVIDE FOR 49 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j10=3.5,2.5),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6; BOTT CHORD SPLICES:11-12=3x6; 3-6-12 8-0-12 11-6-12 15-0-12 19-6-12 i••M-0-12- . 1-00 3-6-12 4-6 3-6 3-6 4-6 :4.r'6 .0.00.' •• • •• • 0000 ••0• • • •0•• • • 4x5 3x4 4x5 • • • • 4 5 6 •• • • • • • • • •• •0•• 3x4 3A4 0000 000000 • • • • • • • • •• • 0000•• • 3x4 2 •••.3x4 :••••: •000• • 000.0 • • 13 1 11 •1 ••i••• 3x4 3x 3x8 4x7 e • 1 3x6 3x4 3-6-12 8-0-12 15-0-12 19-6-12 24-0-12 3-6-12 4-6 7-0 4-6 4-6 L. HL TO PK: 8-8-13 R. HL TO PK : 9-9 LEFT HEIGHT: 1-4 SPAN:24-0-12 RISE:4-8-5 RIGHT HEIGHT: 0-11-5 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 504 TOP CHORD:2X4 No.2ND 19 SP-. TOP 30 15 BOTT 10-11=0 . 531 BOT CHORD:2X4 No. 2ND 19f8P BOTT 0 10 LL.DEFL.@11=0 . 07 < L/360 WEBS : 2X4 No. 3 19,'SP STR. INC. • LUMB = 1 . 33 PLATE 1 . 33 SPACING • 24 . 0 in. REPETITIVE STRESSES USED NO. OF MEMBERS =/1"X r�)` BOTH END VERTICALS ARE NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00!MI'�F"9*"OtEANLINE(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 JOINT SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DES IGN','S EC§,',§SBC ANSI/TPI`-95'ri, THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL�T__.';B(;D6?ARCHITECT,fOR.-EN_GI+`NEER. "'v .. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038228 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 44 . 62 Hand jig>>>> : 47 .42 Hand assembly>>>> : 35 . 57 Com cut : 19 . 66 Comp asssembly 0 . 00 Cus ,omer H.G.ENTERPRISES Wed Jun 7 13 : 35 : 07 2000 Project # : OA66 Truss ID S1 Family # 213 Span 25-0 Quantity 4 To Pitch 5/12 Seat cut : 0-7-4 Bof pitch 2 . 5/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1432 7-8=-3227 10-11= 2871 16-17= 1907 2-17= 1941 5-13=-1707 8-10=-3302 1=-1469 7.25 2-3=-2065 8-9= 0 11-12= 2868 17-1= 0 3-17=-287 6-13= 1846 14-16= 2305 10=-1469 7.25 3-4=-2009 9-10=-291 12-13= 3042 3-16=-60 7-13=-520 4-5=-3393 13-14= 3107 4-16=-1263 7-12= 16 5-6=-2702 14-15= 37 4-14= 1334 8-12= 174 6-7=-2702 15-16= 0 5-14= 1667 8-11= 97 PROVIDE FOR 724 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 724 LBS UPLIFT AT JOINT 10 (0.49) PROVIDE FOR 37 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;7-8=3x6; BOTT CHORD SPLICES:11-12=3x6; 1-0 3-10 7-8 11-6 12;:6 16-8 20-10 25-0 1- 3-10 3-10 3-10 1- 4-2 4-2 4-2 •• •'. . • . ••.. .. . 4X5 •o o ••o• o•wo 3x6 6 • • • • • o 3x4 •• 3x4 7 • - 4 • 3x4 • 3X8 •••• o•oe•s • 1 • 6)1 e • 3x4 3x • ••2x4 �•.••� 2 12 3x4 ' 11 . ..... • 4 • • • • 1 4x7 3x0 2x 10 ..:..' 3x4 4x7 • 3-10 7-8 11-6 12y6 16-8 20-10 25-0 3-10 3-10 3-10 1- 4-2 4-2 4-2 L. HL TO PK: 13-6-8 INTERNAL RISE : 2-8-4 R. HL TO PK : 13-6-8 LEFT HEIGHT: 0-11-5 SPAN:25-0 RISE: 6-1-13 RIGHT HEIGHT: 0-11-5 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 550 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 12-13=0 . 645 BOT CHORD: 2X4 No. 2ND-'19 SP- BOTT 0 10 LL.DEFL.@15=0 . 22 < 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 NOTE: PROVIDE FOR 0.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING CHORD: 14-15 TO BE 2X4 No.3 19 SP ;r{ie��. � ,-- � eA : , WEB 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE :may: "4 ' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T brace of same size and grade as web conn. to narrbw' �ace w/10dnaiLs,6 inzo.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00:MIFF00 60CEAN''iNE("ASCE7.93),.,j 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,ANSI7TPI'-,95".' ' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG°,ARCHITECT-OR�EGI,NE ===««ACES-32 Ver. 1 . 1>>>>====== [ 038229 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 50 . 54 Hand jig>>>> : 54 . 72 Hand assembly>>>> : 43 . 32 Com cut : 23 . 94 Comp asssembly 0 . 00 Cus ,omer : H.G.ENTERPRISES Wed Jun 7 13 :35 : 15 2000 Project ## : OA66 Truss ID S1B Family # 213 Span : 24-4 Quantity 5 To Pitch 5/12 Seat cut : 0-7-4 Bot pitch 2 . 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1294 7-8=-3105 10-11= 2784 16-17= 1583 2-17= 1662 5-13=-1578 8-10=-3202 1=-1325 2.50 2-3=-1712 8-9= 0 11-12= 2781 17-1= 0 3-17=-436 6-13= 1741 14-16= 2113 10=-1435 7.25 3-4=-1842 9-10=-291 12-13= 2927 3-16= 136 7-13=-535 4-5=-3203 13-14= 2936 4-16=-1248 7-12= 27 5-6=-2565 14-15= 37 4-14= 1312 8-12= 146 6-7=-2565 15-16= 0 5-14= 1525 8-11= 97 PROVIDE FOR 583 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 709 LBS UPLIFT AT JOINT 10 (0.49) PROVIDE FOR 69 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;15-16=3x6; 3-2 7-0 10-10 11-10 16-0 20-2 24-4 1- • 3-2 3-10 3-10 1- 4-2 4-2 .000.4-2 . e . . . . 0000 .. . 4x5 •• • ones 0000 • • 3x6 6 • 0000 • • 5 • • • • • :'• �� e o 5x6 37 : '.. 0.0• 4 e . ee•e .0000.0 3x4 �gs n• • • . 3 • 8 • ••.a noeene o • • • • • 3x4 1 6 0000 :0000: 0 4 n • 2 3x ...•o ... x 12 ' '� • ienoe 3x4 e • 11.0 • 2x4 17 16 15 1 3X4 3X10 2X4 10 e 3x4 4x7 3-2 7-0 10-10 11-10 16-0 20-2 24-4 3-2 3-10 3-10 1- 4-2 4-2 4-2 L. HL TO PK: 12-9-13 INTERNAL RISE:2-8-4 R. HL TO PK : 13-6-8 LEFT HEIGHT: 1-2-10 SPAN: 24-4 RISE : 6-1-13 RIGHT HEIGHT: 0-11-5 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 540 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30*'• 15 BOTT 12-13=0 . 623 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@15=0 . 20 < L/360 WEBS :2X4 No. 3 19 SP - --- STR INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. oy\'�cZf,F�,�] y ••Y,•., REPETITIVE STRESSES USED NO. OF MEMBERS = 1Q,�,. y M�+kV_i,, CHORD: 14-15 TO BE 2X4 No.3 19 SP WEB 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE ':�(�ll Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web Conn. to narrt ot ,_�c�ekw/;10d.nai"ls=5,i'n': o c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00',M`1:FPONJi'OCEANL"INE(AS�E7=93}) PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN°SPE`GS 3SBC;ANSI>/TPiI"95: r7- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL,T BLDG,UCHIT�ECT OR ENGINEER. . . . . .. .... . . . •.s• •.•• • •• • • •••••• •••• • ===««ACES-32 Ver. 1 . 1>>>>====== 1 038230 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 28 . 60 Hand j ig»» : 38 :00 Hand assembly»» : 22 . 80 Com cut : 12 . 60 Comp asssembly 0 . 00 Cus?omer : H.G.ENTERPRISES Wed Jun 7 13 : 35 :24 2000 Project # : OA66 Truss ID S7 Family # special Span 33-4 Quantity 2 To Pitch 5/12 Bo? pitch 90/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-1875 7-8=-3088 9-10= 0 15-1= 0 2-15= 2698 6-13=-563 1=-1927 7.25 2-3=-2886 8-9=-1870 10-11= 2448 3-15=-319 6-11=-139 9=-1927 7.25 3-4=-2710 11-12= 0 3-14=-179 6-10= 536 4-5=-2179 12-13= 49 4-14= 194 7-10=-548 5-6=-2236 13-14= 2501 4-13=-676 8-10= 2868 6-7=-3088 14-15= 2658 5-13= 1234 13-11= 2461 PROVIDE FOR 925 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 925 LBS UPLIFT AT JOINT 9 (0.48) PROVIDE FOR 68 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j10=5,41,[jl5=6,3.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;6-7=3x6; BOTT CHORD SPLICES:14-15=3x6; 5-3-5 10-8 15-10 21-0 27-6 33-1-40 11•�• '.•• i 5-3-5 5-4-1 1 5-2 5-2 6-6 • 5-10• • • •• • 0000 •••• 4x5 • •••• • • 3x4 3x8 ' ' 8 • •• 4 .••••• • •••• •••••• 3x4 • 2X4 •••• •• • • 3 • • 000000 • • • 3x6 4x7••• •••••• 2 • • • • 0-6 I 0, • • 15 14 •••• ••• • • 11 10 • • 1 502 3x4 2x4 6x16 7x10 9 ••••• 600 • 3x4 5-4 10-8 16-0 21-0 27-6 33-4 ��4 5-4 5-4 5-4 5-0 6-6 5-10 L. HL TO PK: 17-1-13 R. HL TO PK : 18-11-8 LEFT HEIGHT: 1-0-13 SPAN: 33-4 RISE : 8-2 RIGHT HEIGHT: 0-10-8 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 821 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 14-15=0 . 626 BOT CHORD: 2X4 No. 2ND 19 -SP -� BOTT 0 10 LL.DEFL.@12=0 . 16 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in o: REPETITIVE STRESSES USED NO. OF MEMBERS = 1 fi }�,��••..•'•., �,� ' . CHORD: 5-6; 6-7; 7-8 TO BE 2X4 SS 19 SP 4��,•'•,�<� ' � '•• '.r >, CHORD: 12-13 TO BE 2X4 No.3 19 SP � � • �� , . ., '' {` BOTH END VERTICALS ARE EXPOSED. kv ! •' f>; a,w �'.i TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00,MI"FROM;00EANLINE,(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 `SPEC SBC,ANSI/TPI=9 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG`ARCHITECT OR E(GINEER. • s • •• •••• • • • A •• i • • • •••••• •••• • • • •••• •••••• ••••• •••• • • I ===««ACES-32 Ver. 1 . 1>>>>====== [ 038231 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut>>>> : 21 . 12 Hand jig>>>> : 31 . 03 Hand assembly>>>> : 13 . 30 Comp ut : 7 . 35 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 35 :32 2000 Project ## : OA66 Truss ID S7A Family # special Span : 33-4 Quantity 1 To Pitch 5/12 18-19 8/12 , 21-22 8/12 , Bo? pitch 3/12 ==BId(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS TOP CHORD: 1-2=-1897, 2-3=-2629, 3-4=-4571, 4-5=-3833, 5-6=-3322, 6-7=-3322, 7-8=-2190, 8-9=-2225, 9-10=-2323, 10-11=-2854, 11-12= 0 , 12-13=-333, BOTTOM CHORD: 13-14= 2839, 14-15= 2839, 15-16= 2635, 16-17= 2210, 17-18= 2365, 18-19= 2842, 19-20= 3539, 20-21= 4220, 21-22= 2916, 22-1= 0, WEBS: 2-22= 2509, 3-22=-2213, 3-21= 2193, 4-21= 442, 4-20=-774, 5-20= 359, 5-19=-650, 6-19=-210, 7-19= 2417, 7-18=-1510, 7-17=-679, 8-17= 1451, 9-17=-304, 9-16= 1, 10-16=-675, 10-15= 208, 11-15=-231, 11-14= 101, 11-13=-3232, REACTIONS,SIZE:1=-1927,7.25 13=-1927,7.25 PROVIDE FOR 925 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 925 LBS UPLIFT AT JOINT 13 (0.48) PROVIDE FOR 68 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j17=8,2),[j18=3,31,[j19=5,4),[j21=3,21,[j22=6.5,5.5),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;9-10=3x6;10-11=3x6; BOTT CHORD SPLICES:14-15=3x6; • • • •••• •• • 1-0 • • • • • .3-2 4- 7-10 11-0 1 -6 15-10 1 0 23-1-5 28-2-11 33=4 '1',O' ,•'•'• r 311613-2 {3-2i6 13-4 2�I 5-1-5 i 5-1-5 5-1-5 I••:• • • 4x5 % • 3x4 : °. : • 5x12 a •• ••.• 2x4 9 ' ' • 3x4 tt x4 •••• .• . • • • •• • •••••• 3x4 s 8 • 3x6 AS • . • 4 • • 3 °I1 •••• •••••• 3x6 •..•: 2xd°••0000 2 00000 21 zo is 22 5x6 3x4 7x10 to 16 15 14 • 1 7x10 5X6 5x8 3x4 2x4 13 3x4 5f12 17-4 i p=22 4-�8 i7-10 X11-0 12 6 116-0 1✓� O 23-1-5 28-2-11 I 33-4 4f7 3- 1-6 3-2 3-2 1-6 3-6 2-0 5-1-5 5-1-5 5-1-5 L. HL TO PK: 17-1-13 INTERNAL RISE : 1-0 R. HL TO PK : 18-11-8 LEFT HEIGHT: 1-0-13 SPAN: 33-4 RISE : 8-2 RIGHT HEIGHT: O,-10-8 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER) -RFf,), , `4 L D TOP 10-11=0 . 726 TOP CHORD: 2X4 No. 2ND QI9,,SP v °h TOP 30 15 BOTT 20-21=0 . 827 BOT CHORD: 2X4 No. 2ND' .15• SP ;• `± BOTT 0 10 LL.DEFL.@19=0 . 25 < L/360 WEBS :2X4 No. 3�1� P,' ;-a �' .+ '`" -^--cam. STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 ice: REPETITIVE STRESSES USED NO. OF MEMBERS b BOTH END VERTICALS ARE EXPOSED. WEB 11-13 BRACED at 1/2 POINTS AS SHOWN ABOVE PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHER CEILING IS NOT AP,PCIED,.,,� ' 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[s 6 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 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 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. Ll • . . .. .... . . . .... .... . .. 0000 •• f •0000• •.•• • • • w • . • o 0000.• • •• • • • • 0000.• 0000 • • • 0000 00000• 000• •..• • • • 0• • • • • ••f•• • ===««ACES-'32 Ver. 1 . 1>>>>==:==== [ 038232 ] ======««BEST.TRUSS .CO. »»======___ Hand cut>>>> : 19 . 79 Hand jig>>>> : 29 . 08 Hand assembly>>>> : 12 . 46 Com cut : 6 . 89 Comp asssembly 0 . 00 Cusfomer : H.G.ENTERPRISES Wed Jun 7 13 :35 :45 2000 Project # : OA66 Truss ID H7 Family # special Span : 32-5-8 Quantity 1 Pitch %12 17-18 8/12 , 19-20 8/12 , Bo Pitch 3 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1851 7-8=-1990 12-13= 0 18-19= 3422 2-20= 2440 6-18= 2492 9-15=-616 1=-1881 7.25 2-3=-2556 8-9=-2134 13-14= 2362 19-20= 2835 3-20=-2150 6-17=-2637 9-14= 71 12=-1771 2.50 3-4=-4438 9-10=-2618 14-15= 2417 20-1= 0 3-19= 2124 7-17= 683 10-14= 62 4-5=-4438 10-11=-2556 15-16= 2028 4-19=-210 7-16= 64 10-13=-477 5-6=-3197 11-12=-1730 16-17= 1984 5-19= 928 8-16= 470 11-13= 2430 6-7=-2424 17-18= 3547 5-18=-649 8-15= 5 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 779 LBS UPLIFT AT JOINT 12 (0.44) PROVIDE FOR 60 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j13=6,2.5),[j15=3,2),[j16=3,21,[j17=5,4),[j18=3,2),[j19=4,21,[j20=6.5,5.51 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;9-10=3x6; BOTT CHORD SPLICES:13-14=3x6; 3- 4-8 i37=10 11-0 15-4 16 4 3-1-5 8- -1� • $ -5-8•• •• • 3-2 1-6 -2 3-2 4-4 1- 6-g-5 5-1-5 .• • -2-1 ....' .... 4x5 4x5 • • • • • 7 8 •• • 3x8 3x4 6 3x4 . ••.••' .•.••. s .•.• •• • • 2x4 • • • • • • 3x6 • 3x4. •• .•..•. 4 • • 3 Po • • 3x6 �•'Sx6• �••••� •••• z • 11 19 is • • 20 5x8 5x6 17 15 14 ' 13 ""'• 1 7x10 6x10 5x6 5x6 3x4 4x12 12 1 1R-5-17 i • 3x4 i3-2 4-�8 11-0 1?i-6 X16-0 1�I 23-1-5 28-2-11 32-5-8 fx4 3-2 1-6 6-4 1-6 3-6 2-0 5-1-5 5-1-5 4-2-13 L. HL TO PK: 16-7-5 INTERNAL RISE: 1-0 R. HL TO PK : 17-5-10 LEFT HEIGHT: 1-0-13 SPAN: 32-5-8 RISE : 7-11-8 RIGHT HEIGHT: 1-2-14 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 541 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 18-19=0 . 823 BOT CHORD:2X4 No. 2ND 1,9--SP"'"-""-BOTT 0 10 LL.DEFL.@18=0 . 24 < L/360 WEBS :2X4 No. 3 19'�SR STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in•: "�>'>r�r: i � ; > � ' REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 8-9; 9-10; 10-11 TO BE 2X4 SS 19 SP BOTH END VERTICALS ARE EXPOSED. *07 WEB 6-17 BRACED at 1/2 POINTS AS SHOWN ABOVE �� PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE'':6-IL"dNG IS NOT,APPLIED.- 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 fac&w/10d-nails 6'i,n. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI''FROMTOCEANLINE(ASCE7-93).. PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC;ANSI/,TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. • • • • . 0000.. . . . . .... 0000 . .. 0 0 0 0 • 0000 • •w • • • • • • • 0000 •. • 0000.• 0000 • • • • •• 0000 0000.• • •• • • 0000.• 0000 • • • 0... •00006 •000• 0000 • • • • w.•. 0006 0000• • ===««ACES=32 Ver. 1 . 1>>>>====== [ 038233 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 19 . 67 Hand jig>>>> : 28 . 91 Hand assembly>>>> : 12 . 39 Com cut : 6 . 85 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :35 : 57 2000 Project ## : OA66 Truss ID H6 Family # special Span 32-5-8 Quantity 1 Bo Pitch 3%12 P 17-18 8/12 , 19-20 8/12 , ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1851 7-8=-2209 12-13= 0 18-19= 3422 2-20= 2440 6-18= 2178 9-15=-527 1=-1881 7.25 2-3=-2556 8-9=-2205 13-14= 2412 19-20= 2835 3-20=-2150 6-17=-2102 9-14= 96 12=-1771 2.50 3-4=-4438 9-10=-2612 14-15= 2411 20-1= 0 3-19= 2124 7-17= 660 10-14=-2 4-5=-4438 10-11=-2610 15-16= 2093 4-19=-210 7-16= 67 10-13=-429 5-6=-3144 11-12=-1725 16-17= 2183 5-19= 928 8-16= 517 11-13= 2468 6-7=-2471 17-18= 2727 5-18=-717 8-15=-68 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 779 LBS UPLIFT AT JOINT 12 (0.44) PROVIDE FOR 66 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j13=6,2.5),[j15=3,2.51,[j16=3,21,[j17=4,3.51,[jl9=4,2),[j20=6.5,5.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:4-5=3x6;9-10=3x6; BOTT CHORD SPLICES:13-14=3x6; 0000•• •' • • 1-0 • • • •.•• •• • 4- 7-1 1 - 1 4 1 -4 7- • - • 3-2 1-6 3-2 4-8 0- 0 5-0 4-8 4-9 "16-34-8-8 ' ' "'• 4x5 • '•'• • • • • • • • 4x5 • • •• • .••• 4xg •• • 7 B • 0. • • • 3x4 e 3x4 : •. •••• . • 9 • 0000 000000 3x6 2x4 9 •nm- •• •• • • • • 4 • • •• • 000000 • 3 10•• • • • 3x6 • • 2 •• .• .••�♦ • • 19 18 • • • 0000• 0-6 I •� 1 20 5x8 6x 10 17 13 14 . 13 ..:..• 7x10 5x8 5x6 5x8 3x4 4x12 12 • l 16-5-A i 3x4 4-�8 11-0 1?1-6 X16-0 1!-0 23-0 i 27-9 32-5-8 4x4 3-2 1-6 6-4 1-6 3-6 2-0 5-0 4-9 4-8-8 L. HL TO PK: 14-5-5 INTERNAL RISE: 1-0 R. HL TO PK : 15-3-10 LEFT HEIGHT: 1-0-13 SPAN: 32-5-8 RISE : 7-1-8 RIGHT HEIGHT: 1-2-14 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER ;. ;,. _ L D TOP 7-8=0 . 721 TOP CHORD: 2X4 No. 2ND 19-SP TOP 30 15 BOTT 18-19=0 . 823 BOT CHORD: 2X4 No. 2ND "1,9° SPF-' BOTT 0 10 LL.DEFL.@18=0 . 23 < L/360 WEBS : 2X4 No. 3 19-1 S,P ' • �.,� ,r STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 inr., Q.'� c_. REPETITIVE STRESSES USED NO. OF MEMBERS BOTH END VERTICALS ARE EXPOSED. sS'm ar3Cj WEB 6-17 BRACED at 1/2 POINTS AS SHOWN ABOVE •y � ,� �; PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE ICING IS NOT,Y'APPLIED. Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web Conn. to nar�oww5ce°w/10d,nails�6.i'n. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PS DL,2.00 MI�hFROM6';bEANLINE(ASCE7-93).- PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI.%TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. . •. 6666.. 6666 6666 . •• 0 a 0 6666 .. 660 .. 6.0669 0000 . 6666.. . .. . . 6666.. 6666 . . 6666 6666.. 6666. 6666 6666 0000 6666. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038234 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 19 . 07 Hand jig>>>> : 28 . 02 Hand assembly>>>> : 12 . 01 Com cut : 6 . 64 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 :36 : 08 2000 Project # : OA66 Truss ID : H5 Family # special Span 32-5-8 Quantity 1 Pitch % 15-16 8/12 , 17-18 8/12 , Bo Pitch 312 ==B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1851 7-8=-2412 10-11= 0 16-17= 3395 2-18= 2440 5-15=-1548 8-12=-300 1=-1881 7.25 2-3=-2556 8-9=-2689 11-12= 2485 17-18= 2835 3-18=-2150 6-15=-302 8-11=-295 10=-1771 2.50 3-4=-4293 9-10=-1712 12-13= 2224 18-1= 0 3-17= 1961 6-14= 685 9-11= 2519 4-5=-3182 13-14= 2675 4-17= 772 6-13=-882 5-6=-2432 14-15= 2595 4-16=-660 7-13= 252 6-7=-2316 15-16= 3312 5-16= 2394 7-12= 228 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 779 LBS UPLIFT AT JOINT 10 (0.44) PROVIDE FOR 72 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=6,2),[j11=6,3.51,[j13=3,2),[j14=3,21,[j15=3,3),[j16=3,2),[j17=3,21,[j18=6.5,5.51,(SYMMETRIC PLATING T TOP CHORD SPLICES:3-4=3x6;5-6=3x6; BOTT CHORD SPLICES:11-12=3x6; 0000•• • • • • • • 0000 •• • 1-0 I 13-2 I 8-0 I11-4 i16-0 20-4 I 26-4-12 I•••�32'5-8 •••�•* �••••• 3-2 4-10 3-4 4-8 4-4 6-0-12 • 6-0-12 •••• • • 502 3x8 4x9 ' ' of • 0000 3x4 5 6 7 . ••. 0000 4 axe¢ eeee seeese • 3x6 �••••� ••.••� • 3 � • • of • ••e••• � 3x6 • 3R6 • • 0000 •..•.• s • • • .0000 • • • n 15 0-6 I • •4, •0.0• .18 5x6 5x6 15 13 12 1P"' •• ' * • 1 7x10 5x6 5x6 5x6 3x4 5x12 1C �••••• i 1R-541 i 3x4 3- 4-8 11-0 1 - 16- 1 -0 0-4 6-4-1 3 -5-8 x4 3-2 1-6 6-4 1-6 3-6 2-0 -4 6-0-12 6-0-12 L. HL TO PK: 12-3-5 INTERNAL RISE: 1-0 R. HL TO PK : 13-1-10 LEFT HEIGHT: 1-0-13 SPAN: 32-5-8 RISE : 6-3-8 RIGHT HEIGHT: 1-2-14 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 696 TOP CHORD: 2X4 No.2ND° 19--SP—.,, TOP 30 15 BOTT 16-17=0 . 818 BOT CHORD: 2X4 No.21qD "L9T S;P',.,c? , BOTT 0 10 LL.DEFL.@16-0 . 23 < L/360 WEBS : 2X4 No. 3 STR. INC LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 7-8; 8-9 TO BE 2X4 SS 19 SP BOTH END VERTICALS ARE EXPOSED. PROVIDE 2*4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHER C- ING IS NOT APPLIED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.0CM ROM OCEAN INE(ASCE7-93)..' PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS SSBCIANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG A NIjEyCT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038235 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 18 . 94 Hand jig>>>> : 27 . 84 Hand assembly>>>> : 11 . 93 Com cut : 6 . 59 Comp asssembly 0 . 00 Cusfomer H.G.ENTERPRISES Wed Jun 7 13 : 36 : 19 2000 Project ## : OA66 Truss ID H4 Family # special Span 32-5-8 Quantity 1 To Pitch 5712 Bof pitch 90/12 ==B[d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1836 7-8=-2367 11-12= 0 17-18= 2905 2-19= 2582 6-17=-257 9-13=-86 1=-1881 7.25 2-3=-2752 8-9=-2566 12-13= 2440 18-19= 2540 3-19=-372 6-16=-83 9-12=-390 11=-1771 2.50 3-4=-2703 9-10=-2640 13-14= 2670 19-1= 0 3-18=-55 7-16= 703 10-12= 2489 4-5=-2493 10-11=-1722 14-15= 0 4-18= 685 7-14=-380 16-14= 2707 5-6=-2905 15-16= 30 5-18=-710 7-13=-581 6-7=-3052 16-17= 3055 5-17= 277 8-13= 622 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE -FOR 779 LBS UPLIFT AT JOINT 11 (0.44) PROVIDE FOR 77 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[112=6,3.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:6-7=3x6; BOTT CHORD SPLICES:13-14=3x6;18-19=3x6; 1-0 0000•• • • • I 4-8 I 9-4 I12-8 116-0 �9-2 122-4 I 27-4-12 0 �0 32-5-8 ��• •••• i 4-8 4-8 3-4 3-4 3-2 3-2 5-0-12 • ;5;0-12 *- • •• • 046c 0000 4x5 3x4 3x4 3x8 4x5 • 0000 • • • • • • • 4 5 6 7 8 i• • •• • •e•• 3x4 •: • • • x�\>q" • 3x6 • to 0-6 I •• 0000•• 19 18 17 19 • • • 14 13 ••pp•• • •• • • t 6x16 3x8 3x4 2x4 • • 00fi0 0000• 6x14 3x8 •5x12 • • 0 • • 6x10 0000 0400 • • 3x4 • 00000 4-8 9-4 112-8 F1%0 119-2 122-4 27-4-12 32-5-8 �x4 • 4-8 4-8 3-4 3-4 3-2 3-2 5-0-12 5-0-12 L. HL TO PK: 10-1-5 R. HL TO PK : 10-11-10 LEFT HEIGHT: 1-0-13 SPAN: 32-5-8 RISE : 5-5-8 RIGHT HEIGHT: 1-2-14 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 9-10=0 . 778 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 17-18=0 . 621 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@15=0 . 18 < L/360 WEBS : 2X4 No. 3 19,.SP' '^ STR INC • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 0 inso ',,ct':,:`'1" ;�" REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 15-16 TO BE 2X4 No.3 19 SP BOTH END VERTICALS ARE EXPOSED. ,� ,: TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00:EMI„,FfROM�O�CEANLINE(A'SCE7'93).', PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) Y'M1` Wit;'w�'y : r` 'r'';, E nxi i *�;, PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGNi S EGS;YZSSBC;eANSI/;TP,I,-95° s ` G THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS READ)CONSOLTdBLDG ARCHITECT-�,ORy,E-kG'INEER.: rill •... 00 ...... 0000 • . .. .... ...... . .. . . w 7 0 • s •0000• 0000 0 , 0 • 0010 ••0000• w 00000 0000 • • • • e w • • w • 0000 0000 •www• 0 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038236 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 18 . 10 Hand jig>>>> : 26 . 60 Hand assembly>>>> : 11 .40 Com cut : 6 . 30 Comp asssembly 0 . 00 Cus�omer : H.G.ENTERPRISES Wed Jun 7 13 : 36 : 30 2000 Project # : OA66 Truss ID H3 Family # special Span 32-5-8 Quantity 1 To Pitch 5/12 Bo� pitch 90/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1846 7-8=-2462 11-12= 0 17-18= 3420 2-19= 2488 6-17=-399 9-13= 146 1=-1881 7.25 2-3=-2624 8-9=-2670 12-13= 2340 18-19= 2422 3-19=-497 6-16=-43 9-12=-509 11=-1771 .2.50 3-4=-2799 9-10=-2531 13-14= 3227 19-1= 0 3-18= 186 7-16= 935 10-12= 2413 4-5=-2580 10-11=-1732 14-15= 0 4-18= 724 7-14=-604 16-14= 3299 5-6=-3420 15-16= 24 5-18=-1121 7-13=-953 6-7=-3717 16-17= 3718 5-17= 352 8-13= 588 PROVIDE FOR 905 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 779 LBS UPLIFT AT JOINT 11 (0.44) PROVIDE FOR 83 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j12=4.5,2.57,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;5-6=3x6;8-9=3x6; BOTT CHORD SPLICES:13-14=3x6;17-18=3x6; eeeeee e e e • • • •••• •• • •• • •••e e••• 7-4 11— 1 — 4-4 —4-1 • • • • 3-8 3-8 4-4 4-4 —6 5-10 4-0— 2 A-0-12 ••.• 4x5 3x4 3x4 3x8 4x5 : �.. •••• 3x4 S B 7 8 • •••• •••••• • •••33c4 •• • • 3x6 3ec6 • • 2 • goo i o :.•••• I 19 18 17 • • • 14 13 000012 •••• • • 1 5x12 3x8 3x4 2x4 7x16 3x8 4x9 11 •.•••� 6x10 3x4 3-8 7-4 11-8 16-0 8-6 4-4 -4-1 3 -5-8 x4 3-8 3-8 4-4 4-4 -6 5-10 419-0-12 4-0-12 L. HL TO PK: 7-11-5 R. HL TO PK : 8-9-10 LEFT HEIGHT: 1-0-13 SPAN: 32-5-8 RISE:4-7-8 RIGHT HEIGHT: 1-2-14 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 887 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 16-17-0 . 776 BOT CHORD: 2X4 No. 2ND 19 SP , BOTT 0 10 LL.DEFL.@15-0 . 23 < L/360 WEBS : 2X4 No. 3 19, •S-P -- r , STR INC • LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in o,,. -�<c ." REPETITIVE STRESSES USED NO. OF MEMBERS = lx`�'=3°5� +`''' CHORD: 15-16 TO BE 2X4 No.3 19 SP ` '� tj �,• BOTH END VERTICALS ARE EXPOSED. a��; TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00,'MMdn:F,{ROM OCEANff,, E(ASCE7-93).ir PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) y PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN''�gEta ',r SSBC,ANSIATPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT.BLgG ARCHITEC� OR ENGINEER. .1 . e e r . . . ...... . . . .. .... . . . . . .... .... . .. .... . . .... .. .- .. . . .... .. ...... .... . . .. .... . . ...... �. • • • • • • •e�• •��• • • • • • • • • • • •��• • s ===««ACES-32 Ver. 1 . 1>>>>====== [ 038238 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 14 . 81 Hand j ig»» : 21 . 77 Hand assembly»» : 9 . 33 Comp ut : 5 . 16 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 36 : 51 2000 Project ## : OA66 Truss ID S6 Family # special Span 28-8 Quantity 1 To Pitch 5/12 Bot pitch 90/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2914 7-8= 0 2-12= 109 5-8=-1338 1=-2175 7.25 2-3=-2310 8-9= 0 2-11=-543 6-8= 2358 7=-1662 7.25 3-4=-2310 9-10= 59 3-11= 1278 10-8= 2635 4-5=-4572 10-11= 4146 4-11=-2223 5-6=-2540 - 11-12= 2627 4-10= 1296 6-7=-1603 12-1= 2627 5-10= 1875 PROVIDE FOR 1427 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 845 LBS UPLIFT AT JOINT 7 (0.51) PROVIDE FOR 198 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j10=7,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;4-5=3x6; BOTT CHORD SPLICES:10-11=3x6; • • • •••• •• • .5-8 5-7 11-2 18 22-8 •�8 �tiQ •••••• 5- 6- 7 5-7 5-6 6-0 • 6-0 •••� 4x5 •• • 3 • 3x4 >3x4 • •••• •••••• 0 • •• • •••••• 3x4•• • s • • 5x6 ••••. 3x�•• • • 1 12 11 1 • •••• ••••• 2x4 3x8 8X1 �•••• x•••16 0 3-0 • • 2X3 WEDGE ••••• 9 8 0 2x4 5x12 7 5-7 11-2 16-8 22-8 28-8 -5f4 5-7 6-0 6-0 L. HL TO PK: 12-1-3 R. HL TO PK : 18-11-8 LEFT HEIGHT: 0-6-3 SPAN:28-8 RISE: 8-2 RIGHT HEIGHT: 0-10-8 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 906 TOP CHORD: 2X4 SS 19 SP TOP 30 15 BOTT 10-11=0 . 912 BOT CHORD: 2X4 No. 2ND.--1-9-,Sp,, BOTT 0 10 LL.DEFL.@9-0 . 27 < L/360 WEBS : 2X4 No. 3 STR. INC. LUMB = 1 . 33 PLATE` = 1 . 33 SPACING 24 . 0 in°. .� c`:1- s REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 9-10 TO BE 2X4 No.3 19 SP •"� ;t� RIGHT END VERTICAL IS EXPOSED. �'• �, Nr { ." WEB 4-11 BRACED at 1/2 POINTS AS SHOWN ABOVE ; ?Q(o•'. j y, i y' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narr'o face w/10d na,1Ls 6;in: o:c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00, i' 1 46O OCEANLINE(ASCET; ===««ACES-32 Ver. 1 . 1>>>>====== [ 038239 ] ======««BEST. TRUSS .CO. »»========= Hand cut>>>> : 10 . 95 Hand jig>>>> : 16 . 09 Hand assemblyy»>> : 6 . 90 Comp cut : 3 . 81 Comp asssembly 0 . 00 Customer : H.G. ENTERPRISES Wed Jun 7 13 : 36 : 59 2000 Project ## : OA66 Truss ID T7 Family # special Span : 23-1 Quantity 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS - SIZE 1-2=-2202 7-8= 0 2-11= 109 5-8=-1032 1=-1868 7.25 24=-1566 8-9= 2712 2-10=-592 6-8= 2928 7=-1245 7.25 3-4=-1566 9-10= 2067 3-10= 746 4-5=-2237 10-11= 1984 4-10=-739 5-6=-2712 11-1= 1984 4-9= 239 6-7=-1219 5-9=-661 PROVIDE FOR 1319 LBS UPLIFT AT JOINT 1 (0.71) PROVIDE FOR 578 LBS UPLIFT AT JOINT 7 (0.46) PROVIDE FOR 163 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j6=5,1.5),[j8=6,2.5),[j10=4,2),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;3-4=3x6; 5-8 5-7 11-2 _L 15-9-3 20-4-6 i23-1 r 5-7 5-7 4-7-3 4-7-3 2-8-10 • • . . . • 4x5 •• . ..•. �....� 3 • 4444 • • %• • •• . 4444 • 3x4 ' ' J ' 3x4 4 • •• •••• 2 • • • •••• •40000 • • �55••• 4x7 •• • o 4444•• n B • • 5x6 2N 54 3x4 4471!• 7s•*••� 2X3 WEDGE • 5-7 11-2 15-9-3 20-4-6 .23-1 5-7 5-7 4-7-3 4-7-3 2-8-10 L. HL TO PK: 12-1-3 LEFT HEIGHT: 0-6-3 SPAN:23-1 RISE : 5-2-1 RIGHT HEIGHT: 1-4-1 --------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 567 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 8-9=0 . 601 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 11 < L/360 WEBS :2X4 No . 3 19 SP ------------------------- REPETITIVELSTRESSES3USED PLATE = 1 . 33 NOACOFGMEMBERS ini o E,F°a ,� CHORD: 3-4; 4-5; 5-6 TO BE 2X4 No.2ND 19 SP RIGHT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00'WZ'FA OCEANLINUASCE7-93). NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN � PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) • u9id% �j v t PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEES; S$BC,,ANSII/TPI-951-t'."'-r . THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSU6,),n, 61 ARCHITECT R ENGINEER:{" P ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038240 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 11 . 19 Hand jig>>>> : 16 .45 Hand assembly>>>> : 7 . 05 Com cut : 3 . 90 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 37 : 06 2000 Project # : OA66 Truss ID T6 Family # special S-pan 23-1 Quantity 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2202 7-8= 0 2-11= 109 5-8=-912 1=-1868 7.25 2-3=-1566 8-9= 2416 2-10=-592 6-8= 2612 7=-1245 7.25 3-4=-1566 9-10= 1930 3-10= 791 4-5=-2089 10-11= 1984 4-10=-665 5-6=-2416 11-1= 1984 4-9= 326 6-7=-1199 5-9=-548 PROVIDE FOR 1290 LBS UPLIFT AT JOINT 1 (0.69) PROVIDE FOR 565 LBS UPLIFT AT JOINT 7 (0.45) PROVIDE FOR 262 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j6=3,1.5),[j8=3.5,2.51,[j10=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; 5-8 5-7 11-2 14-9-3 18-4-6 23-1 5-7 5-7 3-7-3, 3-7-3 4-8-10 • • • •••• •• • •• • •••• •••• 4x5 3 • •••• • • 3x4 •• • 4 • • • • 3x4 .. .•.. 2 • 4x55 •.•..• 4xe5...•• • • •• • 6 • e • • •••• •••••• • • • 5X6 2xd 5x19 3,4 �xa7 •••• ••••• 1 • • • • • •••• •••• • • 2X3 WEDGE 3��••• 5-7 11-2 14-9-3 18-4-6 23-1 5-7 5-7 3-7-3 3-7-3 4-8-10 L. HL TO PK: 12-1-3 LEFT HEIGHT: 0-6-3 SPAN:23-1 RISE : 5-2-1 RIGHT HEIGHT: 2-2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 656 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 8-9=0 . 522 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 11 < 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 7. CHORD: 3-4; 4-5; 5-6 TO BE 2X4 No.2ND 19 SP ,d'y>i �` `i� �' a ' •' a,s' 0 RIGHT END VERTICAL IS EXPOSED. Y, a r, �' , "•; TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00�MI 80 :(?,CEAIJL-INE(ASCE7'93):; NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN y F•'''' " PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN' SPEOSA:SSBC,ANSI/-TPI 5na{ �: THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON SUI;,TJ BLDG1�ARCHI'TECTe6R N6INEEk! We , ===««ACES-32 Ver. 1 . 1>>>>====== [ 038241 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 11 . 31 Hand jig>>>> : 16 . 62 Hand assembly>>>> : 7 . 12 Com cut : 3 . 94 Comp asssembly 0 . 00 Cus�omer : H.G.ENTERPRISES Wed Jun 7 13 : 37 : 13 2000 Project # : OA66 Truss ID : T5 Family # special Span : 23-1 Quantity : 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1================------------------------========================== FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2202 7-8= 0 2-11= 109 5-8=-1002 1=-1868 7.25 2-3=-1566 8-9= 1265 2-10=-592 6-8= 1656 7=-1245 7.25 3-4=-1564 9-10= 2140 3-10= 716 4-5=-2140 10-11= 1984 4-10=-784 5-6=-1265 11-1= 1984 4-9=-621 6-7=-1213 5-9= 1125 PROVIDE FOR 1289 LBS UPLIFT AT JOINT 1 (0.69) PROVIDE FOR 566 LBS UPLIFT AT JOINT 7 (0.45) PROVIDE FOR 363 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j10=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; 5-8 5-7 11-2 16-4-6 19-8-11 23-1 5-7 5-7 5-2-6 3-4-5 3-4-5 . . . .... .. . .. . .... .... 4x5 • 3 • sees • e • • • • • • • •• • sees 324 4a ••• 0•••• 3x4 • 0•00 0 :000.0 • •• • 00.000 •• sees•• e • 5x6 2z4 5x9 3f?4 3)j'4•••• �•*••� .••• 0000 2X3 WEDGE 0 3xA.• 5-7 11-2 16-4-6 19-8-11 23-1 5-7 5-7 5-2-6 3-4-5 3-4-5 L. HL TO PK: 12-1-3 LEFT HEIGHT: 0-6-3 SPAN:23-1 RISE: 5-2-1 RIGHT HEIGHT: 3-0-1 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 717 TOP CHORD: 2X4 SS 19 SP TOP 30 15 BOTT 9-10=0 . 533 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 09 < L/360 WEBS : 2X4 No. 3 19 SP ----------- ------------------------------ STR. INC. • LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o.,,,c .,,, REPETITIVE STRESSES USED NO. OF MEMBERS — 1 - CHORD: 3-4. 4-5. 5-6 TO BE 2X4 No.2ND 19 SP "� a� • "^ '"4r'.''. a r - i k,�,'.. . t. RIGHT END VERTICAL IS EXPOSED. raG�' ".�.(" TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M pFpO�{OCEANLLIq�E�,ASCE7-93),!?a'';' NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN 3 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN �SPEtSips §BC;ANSI/TPI-95•' x" THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT RLDB.ARCHITECT'�R ENGINEER'.` a}�L •�b6pbaa . ===««ACES-32 Ver.. 1 . 1>>>>====== [ 038242 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 10 . 47 Hand jig>>>> : 15 . 38 Hand assembly>>>> : 6 . 59 Com cut : 3 . 64 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 37 :20 2000 Project ## : OA66 Truss ID : T4 Family # special Span : 23-1 Quantity : 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-2202 7-8= 0 2-11= 109 5-8=-904 1=-1245 7.25 2-3=-1566 8-9= 2399 2-10=-592 6-8= 2594 7=-1245 7.25 3-4=-1566 9-10= 1922 3-10= 794 4-5=-2079 10-11= 1984 4-10=-661 5-6=-2399 11-1= 1984 4-9= 331 6-7=-1198 5-9=-543 PROVIDE FOR 562 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 565 LBS UPLIFT AT JOINT 7 (0.45) PROVIDE FOR 268 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j6=3,1.51,[j8=3.5,2.5),[j10=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; 5-7 11-2 14-8-7 18-2-14 23-1 5-7 5-7 3-6-7 3-6-7 4-10-2 .•. . . • .... .. . 4x5 .. • .... .... • . 06 . •000 3x4 0. 0 • 4 .. .... 3x4 • . .... ...... 2 • 4x5.. .. r • • • 4x5 • . 0 C 5x6 00 • ••• . • • 11 10 9 . . .... ..... 2x4 5x8 3x4 4x7 z 2X3 WEDGE 3x4 5-7 11-2 14-8-7 18-2-14 23-1 , 5-7 5-7 3-6-7 3-6-7 4-10-2 L. HL TO PK: 12-1-3 LEFT HEIGHT: 0-6-3 SPAN: 23-1 RISE : 5-2-1 RIGHT HEIGHT:2-2-11 ---------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 697 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 8-9=0 . 521 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 11 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. e-=-1'c�; ' . REPETITIVE STRESSES USED NO. OF MEMBERS = .,1 .'' �,D'd ULL af.l.p 1y RIGHT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MIF.ROM OCEANLINE(ASCE7 93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) r�'�.• +. d..r; ?,fit_.,�?�'t t,ni,.Lt, ,t PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECJ;SSBC 'ANSIy�TPI-•95.ni:,.MA � 1. THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULTXft6gARCHITECT�OR -ENsGINEER:'X};:^ . 9 ©G� ===««ACES-32 Ver. 1 . 1>>>>====== [ 038243 ] ======««BEST.TRUSS . CO. »»========= Hand cut»» : 10 . 11 Hand j ig»» : 14 . 85 Hand assembly»» : 6 . 37 Com cut : 3 . 52 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 37 :26 2000 Project # : OA66 Truss ID S5 Family # special Span : 23-1 Quantity 1 Top Pitch 5712 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS - SIZE 1-2=-2262 7-8= 0 2-11= 110 5-8=-1034 1=-1255 3.00 24=-1591 8-9= 2716 2-10=-639 6-8= 2933 7=-1255 7.25 3-4=-1591 9-10= 2082 3-10= 769 4-5=-2253 10-11= 2050 4-10=-734 5-6=-2716 11-1= 2050 4-9= 244 6-7=-1228 5-9=-652 PROVIDE FOR 567 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 568 LBS UPLIFT AT JOINT 7 (0.45) PROVIDE FOR 167 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j6=5,1.5),[j8=4.5,2.51,[j10=4,27,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;3-4=3x6; 5-7 11-2 15-8-7 20-2-14 23-1 • • 5-7 5-7 4-6-7 4-6-7 2-10-2 . . • .... .. . 4x5 .. .... .•.. % • 3x4 • •. .... 3x4 4 • . .... ...... 2 • 4x5•• • •o•••• • 5 4x•7 • 5x6 • •••• goo••• Be zu ii 10 9 e ..:..• 2x4 5x8 3x4 4x9 3 WEDGE 3x4 1cm 9[3 11-2 15-8-7 20-2-14 23-1 5-7 5-7 4-6-7 4-6-7 2-10-2 L. HL TO PK: 12-1-3 LEFT HEIGHT: 0-6-3 SPAN:23-1 RISE: 5-2-1 RIGHT HEIGHT: 1-4-11 ----------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 700 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 8-9=0 . 600 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 12 < L/360 WEBS : 2X4 No. 3 19 SP.-- STR INC • LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 0 in. o`.1 c`',,- REPETITIVE STRESSES USED NO. OF MEMBERS 1 RIGHT END VERTICAL IS EXPOSED. •� ( ,' TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00`MI4RP M CEANL'INE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGNj�SPEC$ �SSBC;aANS'I'/�TPI'-95j THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL+T0B D-RCHI,T,EC+TA-'RhENGI',NEER.4�I v .sue '�.'t�• ::.:I`a"��'� ' , ===<<<<ACES- Ver. 1 . 1>>>>====== [ 038244 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 14 . 57 Hand j ig»» : 21 .41 Hand assembly»» : 9 . 18 Com cut : 5 . 07 Comp asssembly 0 . 00 CuNomer : H.G. ENTERPRISES Wed Jun 7 13 :37 : 33 2000 Project # : OA66 Truss ID S4 Family # special Span : 26-5 Quantity 1 To Pitch 5/12 4-5 2 . 93/12 , Bot pitch 90/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-2736 7-8=-2211 9-10= 0 15-1= 2477 2-15= 102 5-12= 2328 1=-1438 3.00 2-3=-2143 8-9=-1506 10-11= 0 2-14=-550 6-12=-456 9=-1548 7.25 3-4=-1976 11-12= 42 3-14= 532 7-12= 1882 4-5=-2115 12-13= 2130 4-14=-248 7-10=-1316 5-6=-4279 13-14= 2051 4-13= 662 8-10= 2071 6-7=-4243 14-15= 2477 5-13=-592 12-10= 2293 PROVIDE FOR 645 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 785 LBS UPLIFT AT JOINT 9 (0.51) PROVIDE FOR 137 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6; BOTT CHORD SPLICES:14-15=3x6; 12-4-3 �••�•• ••••.� •••• 5-2 10-4 11-9-1 17-8 22-0-8 26-5 1-0 • • 5-2 5-2 1-5-1 ~ 5-3-13 4-4-8 F '4-4-8 ;'"• 0-7-pp Sz • •• • •••• 8 •• • 4x5 4x9 ' • ' • 3 4 ' • ' • •••• •••••• • 3x4 y 2x8 4 5x6 3x40•••••••••• o•••••••••s 00 o• ••••••••••• 3xl.14 6x10 t • 2-2 2A 3x8 3zi e• •t•••• • ••••• 3 W GE • 2xd 5x2 9 3x4 5-2 1 10-4 11I-9-1� 17-8 22-0-8 26-5 5-2 5-2 1-5-1 5-10-15 4-4-8 4-4-8 L. HL TO PK: 11-2-5 R. HL TO PK _ : 15-2-14 LEFT HEIGHT: 0-6-3 SPAN: 26-5 RISE : 6-11-13 RIGHT HEIGHT:0 :11-12 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 916 TOP CHORD: 2X4 No. 2ND 19--S,P 5:',iv;y�.�;_ TOP 30 15 BOTT 15-1-0 . 576 BOT CHORD: 2X4 No. 2ND``19kfS`P1-; A BOTT 0 10 LL.DEFL.@11-0 . 25 < L/360 WEBS : 2X4 No. 3' �9h'S)?y:;; STR. INC. LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 ijq c\Cc;�•�„; .`'; REPETITIVE STRESSES USED NO. OF MEMBERS 1'0, CHORD: 11-12 TO BE 2X4 No.3 19 SPe � n RIGHT END VERTICAL IS EXPOSED. C13 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M'I• f19-,©CEANLIINE(ASCE7-93): PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) v •,'t. "H i ' a' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPEGS;,SSBC;4NSI- PIP=95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT"OR ENGINEER. i,• 4 / ===««ACES-32 Ver. 1 . 1>>>>====== [ 038245 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 20 . 85 Hand jig>>>> : 30 . 63 Hand assembly>>>> : 13 . 13 Com cut : 7 . 26 Comp asssembly 0 . 00 Cusfomer H.G.ENTERPRISES Wed Jun 7 13 :37 :42 2000 Project # : OA66 Truss ID S3 Family # special Span 26-5 Quantity 1 To Pitch 5/12 4-5 2 . 93/12 , Bof pitch 90/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-2736 7-8=-2211 9-10= 0 15-16= 0 2-17=-242 5-13=-1461 11-13= 1838 1=-1438 3.00 2-3=-2671 8-9=-1506 10-11= 2041 16-17= 31 3-17= 2466 5-11= 2129 17-15= 1799 9=-1548 7.25 3-4=-881 11-12= 23 17-1= 2477 3-15=-1220 6-11=-311 4-5=-1053 12-13= 0 4-15=-304 7-11=-141 5-6=-2068 13-14= 1056 4-14= 213 7-10=-268 6-7=-2077 14-15= 1022 5-14=-148 8-10= 2071 PROVIDE FOR 656 LBS UPLIFT AT JOINT 1 (0.46) PROVIDE FOR 796 LBS UPLIFT AT JOINT 9 (0.51) PROVIDE FOR 139 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j3=6,2),[j10=4.5,2.51,[j14=3,2),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;6-7=3x6; BOTT CHORD SPLICES:10-11=3x6; 0000•• • • • -1- -4 17- 2- - • t • �• •• •• • 5-1-3 3-2-13 -5-13 4-4-8 4• 0000 0000 • 0000 • • 502 4xg • • •• • 0000 3 4 4x9 •• • 6 • • • • • 224 ;6x1O �•� 0000•• • 0000 0000•• • 5x6 3x4•••••• 0000•• •• 7 • • 09 • 0090•• • • • • • • • 3x1'9• ••9••• 6xt ..•.. ..•� 2-2 . ••••9 3 WE%E • ' ' 13 C 4x9. 9 ••i••• 3x4 ' 2x4 3x 5x6 3x6) 2x 26-5 5-1-3 3-2-13 -4-8 L. HL TO PK: 9-0-5 R. HL TO PK : 12-2-1 LEFT HEIGHT: 0-6-3 SPAN:26-5 RISE : 9-5-13 RIGHT HEIGHT: 0-11-12 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER...;':'i uY' L D TOP 2-3=0 . 583 TOP CHORD: 2X4 No. 2ND' 1,9 SP," '`; TOP 30 15 BOTT 17-1=0 . 565 BOT CHORD: 2X4 No. 2ND,�a1�9rSPA"+' BOTT 0 10 LL.DEFL.@14=0 . 13 < L/360 WEBS : 2X4 No. 3, SP STR. INC. LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 ir1 . REPETITIVE STRESSES USED NO. OF MEMBERS CHORD: 11-12; 16-17 TO BE 2X4 No.3 19 SP taa RIGHT END VERTICAL IS EXPOSED. ; : (��1"`• s. •_ WEB 3-15; 4-15; 5-14; 5-13 BRACED at 112 POINTS AS SHOWN ABOVE x�'°' '� r ,/�.Y "4•'i a i-G' Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narro' Ge,: JW/ d'naiL•'- in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M1; .ROM 1JGEANLINE,(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) _ y� PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEC SI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG?ARCHI'TECT OR ENGINEER. ===««ACES=32 Ver. 1 . 1>>>>====== [ 038248 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 3 . 92 Hand jig>>>> : 5 . 76 Hand assembly>>>> : 2 . 47 Comp ut : 1 . 37 Comp asssembly : 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 38 : 05 2000 Project ## : OA66 Truss ID : T8 Family # : 101 Span 11-4 Quantity : 1 Top Pitch : 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-682 3-4= 615 2-4= 107 1=-700 7.25 2-3=-682 4-1= 615 3=-700 7.25 PROVIDE FOR 439 LBS UPLIFT AT JOINT 1 (0.63) PROVIDE FOR 439 LBS UPLIFT AT JOINT 3 (0.63) PROVIDE FOR 26 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1-0 5-8 11 -4 , 1-0 5-8 5-8 4x5 z .. . .... .... • . . • 5x6 5x6 0 fees 1 • • 30•••0• • 0000 • • • • • • • • • •••••• 4 • • - 2x4 • •••• •••••• 2X3 WEDGE :900Z<3 WETIGL' ' 0000 00.00 5-8 i 11 -4 - - 0000 .••• • 0 0 0:00• 5-8 5-8 L. HL TO PK: 6-1-11 R. HL TO PK : 6-1-11 LEFT HEIGHT: 0-6-3 SPAN: 11-4 RISE:2-10-8 RIGHT HEIGHT: 0-6-3 ------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 645 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 249 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 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 REOD)CONSULT BLDG ARCHITECT'OR,tENGSNEER. w gAaro y0. 7 °'f • •1 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038249 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 19 . 07 Hand jig>>>> : 20 . 27 Hand assembly>>>> : 15 . 20 Com cut : 8 . 40 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 :38 : 09 2000 Project ## : OA66 Truss ID F1 Family # 303 S-pan : 13-3 Quantity 4 Top Pitch /12 ==B1d(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-745 2.50 6=-745 2.50 PROVIDE FOR 350 LBS UPLIFT AT JOINT 1 (0.47) PROVIDE FOR 360 LBS UPLIFT AT JOINT 6 (0.48) PROVIDE FOR 160 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=2,1.51,[j4=3,37,[15=3,1.51,[j8=3,21,(SYMMETRIC PLATING TURNED ON) , Q-3 5-5-11 7-9-5 13-3 , Q-3 5-5-11 2-3-9 5-5-11 4x5 2x4 5x6 4x5• 3 4 • • • • • • 2 i i •ro••• 5 •• • ••• o • • • r . • • • •• •••• • •o•• •••o•• 0 • • s • • • • 8 7 • • •• • ••s•o• 6 • • 5x6 3x6 Soso** ...... .... . . 3x4 . . 0000 •00•• 5-5-11 7-9-5 13-3SOO•' o••••• 3,x4 i 5-5-11 2-3-9 5-5-11 ••••• LEFT HEIGHT:2-0 SPAN: 13-3 RISE :2-0 RIGHT HEIGHT:2-0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 8'09 TOP CHORD: 2X4 No. 2ND 19 SP TOP 40 10 BOTT 7-8=0 . 385 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 5 LL.DEFL.@7=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 NO. OF MEMBERS = 1 BOTH END VERTICALS ARE EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM,OCEAN LI,NE(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 JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN ,SPECS, tSSBCINDS-ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS READ)CONSULT 'BLDG�'�ARCH-1JE�T',OR,ENGINEER. .al .fr] ===<<<--'ACES-32 Ver. 1 . 1>>>>====== [ 038254 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 2 . 53 Hand jig>>>> : 3 . 72 Hand assemblyy»>> : 1 . 60 Comp ut : 0 . 88 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 38 :44 2000 Project ## : OA66 Truss ID : M1 Family # 205 Span 5-11-12 Quantity : 1 Top Pitch 4 . 15/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-390 4-1= 0 2-4= 0 1=-447 7.25 2-3= 0 4=-57 2.50 3-4= 0 3=-258 1.50 PROVIDE FOR 300 LBS UPLIFT AT JOINT 1 (0.67) PROVIDE FOR 237 LBS UPLIFT AT JOINT 3 (0.92) PROVIDE FOR 189 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -2-7 5-11 -12 , 5-11 -12 3 • • • ••• o o e • • • 0000 •• • • • • • •♦ • 0000• 0000 • 0000 • • • v •• • 0000 3x4 •• • .. 0000 2 0 0000 0000.. 0 •090 .. . • 9 o e e e • • •• 0 0000•• • 009-0 000 4 00 009900 9000 • • 1 04 • • 0000 •0009 0000 •009 t 0 s 0 0 •000• 3x4 5-11 -12 x4 5-11 -12 L. HL TO PK: 6-3-15 LEFT HEIGHT: 0-11-12 SPAN: 5-11-12 RISE : 3-0-9 RIGHT HEIGHT: 3-0-9 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 689 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 151 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 EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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,,ANSIr/TN-.95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,BLDG ARCH ITECT40k ENGINEER. w , • 1J, m: W s f / ===««ACES-32 Ver. 1 . 1>>>>====== [ 038255 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 81 Hand jig>>>> : 2 . 66 Hand assembly>>>> : 1 . 14 Comp ut : 0 . 63 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 :38 :46 2000 Project # : OA66 Truss ID M2 Family # 205 Span 3-11-12 Quantity 1 Top Pitch 4 . 15/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-300 4-1= 0 2-4= 0 1=-337 7.25 2-3= 0 4=-37 2.50 3-4= 0 3=-168 1.50 PROVIDE FOR 247 LBS UPLIFT AT JOINT 1 (0.73) PROVIDE FOR 5 LBS UPLIFT AT JOINT 4 (0.13) PROVIDE FOR 155 LBS UPLIFT AT JOINT 3 (0.92) PROVIDE FOR 134 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -2-7 3-11 -12 3-11 -12 3 .. • 0000 0000 0000 • 3X4 00 ° °°O° .. .. 0000 2 0000 0000•. 0000 •• • • • • • • • • • • •• • 0000•• • • • • • • • • 0000 0000•• • • • • 0000•• 0000 • • 1 • • • • 0000 0•••0 4 . • • • • • 0000 0000 • • •000• • 3x4 3-11 -12 �x4 3-11 -12 L. HL TO PK:4-2-8 LEFT HEIGHT: 0-11-12 SPAN: 3-11-12 RISE :2-4-4 RIGHT HEIGHT: 2-4-4 ---------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 305 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 W/NDS DESIGN SPECS,ISSBC;ANS•I/,TP,I,-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG�ARCHI'TECT•OR ENGINEER. v'. OG� . ===««ACES-32 Ver. 1 . 1>>>>====== [ 038256 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 5 . 31 Hand jig>>>> : 7 . 80 Hand assembly>>>> : 3 . 34 Com cut : 1 . 85 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 38 :49 2000 Project ## : OA66 Truss ID T2 Family # special Span : 10-5 Quantity : 1 Top Pitch 5712 3-4 2 . 93/12 , ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-614 5-6= 463 2-6= 467 1=-669 7.25 2-3=-502 6-1= 0 3-6= 40 5=-559 2.50 3-4= 0 3-5=-554 4-5=-209 PROVIDE FOR 383 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 386 LBS UPLIFT AT JOINT 5 (0.69) PROVIDE FOR 307 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:5-6=3x4; , 1-0 5-8-1 10-5 5-8-1 - -- - 4-`8-15 2x4 . 4 4x9 ••• •• • 3 ••• • • • ••• •••••• • • • • • •••• • • 3x4 ' . ... ...... • ••••• 6 I 5 • 3x4 3x4 5-8-1 10-5 3x4 5-8-1 4-8-15 L. HL TO PK: 6-1-12 LEFT HEIGHT: 0-11-12 SPAN: 10-5 RISE:4-6 RIGHT HEIGHT:4-6 ------------------------------------------------------- LOADING (PSF) MAX. STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 683 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 198 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@6=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 �� LEFT END VERTICAL IS EXPOSED,RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI -FRO 4,OCEANL'INE(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 JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SRECS,'.SSBC,,ANSI%TPI, 95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULTkBLDG°ARCH,ITECT OR ENGINEER.' n, k-(11 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038257 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 6 .40 Hand jig>>>> : 9 .40 Hand assembly>>>> : 4 . 03 Com cut : 2 . 23 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :38 : 53 2000 Project ## : OA66 Truss ID T3 Family # special Span : 10-5 Quantity 1 Top Pitch 5/12 4-5 2 . 93/12 , ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 14=-628 6-7= 196 2-8= 568 1=-669 7.25 2-3=-606 7-8= 559 3-8=-16 6=-559 2.50 3-4=-213 8-1= 0 3-7=-419 4-5= 0 4-7= 270 5-6=-81 4-6=-500 PROVIDE FOR 380 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 414 LBS UPLIFT AT JOINT 6 (0.74) PROVIDE FOR 356 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x4; BOTT CHORD SPLICES:7-8=3x4; , 1-0 4-3-1 8-6-2 10-5 , 4-3-1 4-3-1 1-10-14 4x9 2x4 ...... 5 4 . 3x4 ' 3 • • •• 0000 • s•66 0000•• • • • 96 6 0000•• • 3x4 ' ' ' . 0699 •66.6• 2 ..... 0000 . . 0000 96960 •000 6600• 1 6 3x4 3x4 3x4 4-3-1 8-6-2 10=5 3x4 r 4-3-1 4-3-1 1-10-14 L. HL TO PK: 9-2-10 LEFT HEIGHT: 0-11-12 SPAN: 10-5 RISE:4-11-14 RIGHT HEIGHT:4-11-14 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER_- L D TOP 2-3=0 .422 TOP CHORD:2X4 No. 2ND. -19' ,SP TOP 30 15 BOTT 7-8=0 . 183 BOT CHORD:2X4 No. 2ND '1�9 ,S P,. BOTT 0 10 LL.DEFL.@8=0 . 01 < L/360 WEBS :2X4 No. 3 .19 SP; ,;: • -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. o: tc,.;,k�� REPETITIVE STRESSES USED NO. OF MEMBERS o LEFT END VERTICAL IS EXPOSED,RIGHT END VERTICAL IS NOT EXPOSED. ;,, ,,�,;". , , TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,'2:00 M4;:3k M'06,yANL�INE(ASCE7-'93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ''r , r�, ��"'e< ��Y`��:,,,;' ' fire° €�•`4' I PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPf SSBC;ANS /�jTPI�-95;' ., THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REW)CONSVL-i �L G€ARC I^TEGT;;OtR�.ENGINEER. 1�'1 V�*'�tre �`*a �• i�Eta•-,,^{'� f ===««ACES-32 Ver. 1 . 1>>>>====== [ 038258 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 29 Hand jig>>>> : 2 .43 Hand assembly>>>> : 1 . 82 Com cut : 1 . 01 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 38 : 57 2000 Project # : OA66 Truss ID : M6 Family # 201 Span 1-4-14 Quantity : 4 Top Pitch 5/12 ==Bld(8/11/1998),v1.1=========-------------------------------========================== FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 355 3-1=-307 2=-236 2.50 2-3= 0 3=-13 7.25 PROVIDE FOR 268 LBS UPLIFT AT JOINT 2 (1.13) PROVIDE FOR 31 LBS UPLIFT AT JOINT 3 (2.43) PROVIDE FOR 328# PULLOUT AT LEDGER CONNECTIONS PROVIDE FOR 346 LBS HORIZ. REACTION AT JOINT 2 (SYMMETRIC PLATING TURNED ON) ' 1 -0 1 -4- 14 2x4 3x4 • • • • . . . .... .. . .. . .... .... . . • •• •••• s eses eeeeee • . .... ...... ...... .... . . . . .... ..••. .... .... . . 1 -4- 1 x4 ..:..' 1 -4- 14 ' L. HL TO PK: 1-6-5 LEFT HEIGHT: 0-6-3 SPAN: 1-4-14 RISE : 1-1-4 RIGHT HEIGHT: 1-1-3 ------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 096 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 089 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. 14 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) ti.Ie,4 r' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;,SBC;rANSI/TH-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT-' BL RCU tCT' OR-ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>==:==== [ 038259 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 90 Hand jig>>>> : 4 .26 Hand assemblyy»>> : 1 . 82 Com cut : 1 . 01 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 39 : 00 2000 Project ## : OA66 Truss ID M3 Family # 205 Span : 6-6 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-391 4-1= 0 2-4= 0 1=-454 7.25 2-3= 0 4=-63 2.50 3-4= 0 3=-281 1.50 PROVIDE FOR 265 LBS UPLIFT AT JOINT 1 (0.59) PROVIDE FOR 272 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 240 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1 -0 6-6 6-6 3 • • • •••• •• • •• • •••• •••• 3x4 2 s eeee eoeoeo • • •• • •••••• • • •••• •••••• 1 • • • • • • •••• ••••• • • • • • • •••• •••• • • 3x4 0 ` 6-6 x4 6-6 L. HL TO PK: 7-0-8 LEFT HEIGHT: 0-11-12 SPAN: 6-6 RISE: 3-8-4 RIGHT HEIGHT: 3-8-4 -------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 814 TOP CHORD: 2X4 No . 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 180 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 EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 W/NDS DESIGN SPECS, SSBC,ANSI/TPI''95;,r THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT"OR ,ENGINEER . ..1 � �i t5 a 2�'�:t i�n"��T-�•at, � Y. 4� '+apx 1 cJ, ' 'f% -tlf ===««ACES-32 Ver. 1 . 1>>>>====== [ 038260 • = ====««BEST.TRUSS .CO. Hand cut>>>> : 2 . 48 Hand jig>>>> : 3 .29 Hand assembly>>>> : 1 . 98 Com cut : 1 . 09 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 02 2000 Project # : OA66 Truss ID J5B Family # 205 &pan 5-0 Quantity : 2 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-363 7.25 2-3= 0 3=-46 2.50 2=-207 1.50 PROVIDE FOR 243 LBS UPLIFT AT JOINT 1 (0.67) PROVIDE FOR 215 LBS UPLIFT AT JOINT 2 (1.04) PROVIDE FOR 186 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1 -0 5-0 5-0 2 . . . .... .. . .. . .... .... 3 x 4 .. .... 1 • o••• •••••• • • • •• • ••••e• 39 ••e• .•••.• • s • •••e ••••• •••• •••• • • • • 5-0 . ..... 5-0 • L. HL TO PK: 5-5 LEFT HEIGHT: 0-6-3 SPAN: 5-0 RISE :2-7-3 RIGHT HEIGHT:2-7-3 ------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .488 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 103 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. 14 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 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. y.1 '. �ei;-� �:�%'•� —Iry'', .t`r y�;�,�h�i A{ �•�•f��0.OnC�CV.^ y ., �.� til�:�4a• , �„ ===««ACES-32 Ver. 1 . 1>>>>====== [ 038262 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 31 Hand jig>>>> : 3 . 33 Hand assembly>>>> : 3 . 04 Com cut : 1 . 68 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 : 39 : 07 2000 Project # : OA66 Truss ID : J1B Family # 205 5`pan : 1-0 Quantity : 8 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-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 (1.66) PROVIDE FOR 47 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 1 1 -0 1 -0 3x4 2 0000•• • • . . . .... .. . 6• • sees sees 1 0 0.00 • • • 9 9 • • 0 •0 • 0000 ' • e s • 00 0960 o ••69 •969 • 3 . 9 9 . . 9• • . . 00 6 99.609 9 9 6 • 9 • 969• e9.9•• • 6 • 6 9.6.69 6966 • e • 6 0000 •090 • • s 96.9• 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. 14 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 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 ARCHUTECT.OR,ENGINEER. ,1w ===««ACES-32 Ver. 1 . 1>>>>====== [ 038264 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 0 . 95 Hand jig>>>> : 1 . 27 Hand assemblyy»>> : 0 . 76 Com cut : 0 .42 Comp asssembly 0 . 00 Cusomer : H.G.ENTERPRISES Wed Jun 7 13 : 39 : 12 2000 Project # : OA66 Truss ID M4 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 3x4 2 • • • • 0000 w• • e0 • 0000 •••• • 0000 • • • • • • • • •• • 0000 00 • • • 0000 •00.0• 3 • • •• • 0000•0 • 0000 0000•• • • • • 1 -0 0000 0000. 0000 w 1 -0 0 ' 0000. 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. 14 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 ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT�•B DG.ARGH•ITECT ,ORNENGINEER. kni" ° �A� w, 5 119 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038265 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 8 . 57 Hand j ig»» : 12 . 59 Hand assemblyy»» : 5 . 40 comp ut : 2 . 98 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 14 2000 Project # : OA66 Truss ID : S2 Family # special Span : 10-5 Quantity 1 To Pitch 5/12 Bo� pitch 90/12 ==Bld(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-631 6-7= 175 2-9= 594 1=-669 7.25 2-3=-632 7-8= 0 3-9=-307 6=-559 2.50 3-4=-611 8-9= 31 4-9= 594 4-5= 0 9-1= 0 4-7=-123 5-6=-143 4-6=-422 9-7= 256 PROVIDE FOR 339 LBS UPLIFT AT JOINT 1 (0.51) PROVIDE FOR 387 LBS UPLIFT AT JOINT 6 (0.69) PROVIDE FOR 329 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x4; 1-0 3-10 7-1-8 10-5 3-10 3-3-8 2x4 5 3x8 4 • • • • o 2x4 • • • • • • 3x4 • f • • 0 2 •• •••• • 6x10 • • • • • •••• •••••• 3x4 • • • • • • •••• ••••• 3-4 • • • • • •••• •••• • • 7 • 2x4 • 3x4 3-10 7-1-B 10-5 '*4 3-10 3-3-8 3-3-8 L. HL TO PK: 11-3-7 LEFT HEIGHT: 0-11-12 SPAN: 10-5 RISE: 8-7-13 RIGHT HEIGHT: 8-7-13 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 . 301 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-7=0 . 079 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@8=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 CHORD: 8-9 TO BE 2X4 No.3 19 SP ! �`• rzi,' BOTH END VERTICALS ARE NOT EXPOSED. / xy �� ,,,` •' �,`, WEB 5-6 BRACED at 1/2 POINTS AS SHOWN ABOVE fy ',, i� •' �. , '+a TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00'+MIFR0M QEEANLINE�(ASCE719,3); PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGNhSP�EGS;`�SBC;ANSI/,}PI95 mxpr THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT OG� ARCHITECT. 6Ri M,NEER,..� UJ '•., 3�,' ✓3% • -'fir , ;i. - , s Mi Yom. r `aaea . C Y � ===««ACES-32 Ver. 1 . 1>>>>====== [ 038271 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 9 . 91 Hand jig>>>> : 10 . 54 Hand assembly>>>> : 7 . 90 Com cut : 4 . 37 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 36 2000 Project # : OA66 Truss ID : J7C Family # 205 Span : 7-0 Quantity 4 Top Pitch 5/12 ==B1d(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-492 4-1= 0 2-4= 0 1=-560 1.50 2-3= 0 4=-68 2.50 3-4= 0 3=-308 1.50 PROVIDE FOR 380 LBS UPLIFT AT JOINT 1 (0.68) PROVIDE FOR 296 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 254 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -8-2 7--0 i 7-0 3 0000•• • • • • • • 0000 •. • •• • 0000 0000 • 0000 • • 3x4 •• e 0• 0000 2 . 0000 0000.. • . . • . . •• . ••e•e• • • a • 0000 0000.. • • • 00000. 0000 . . 0000. 3x4 • ' • 7-0 •••�x4 •e•. 0000. 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-10-8 SPAN: 7-0 RISE :3-9-8 RIGHT HEIGHT: 3-9-8 -------------------------------------------------------------------------------- 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 STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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•/,TP'I'-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BL'DG`ARCHITECT OR� ENGINEER. l� `) 1i6i.Y, ��w ===««rACES=32 Ver. 1 . 1>>>>====== [ 038272 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 7 . 25 Hand jig>>>> : 7 . 70 Hand assemblyy»>> : 5 . 78 Com cut : 3 . 19 Comp asssembly 0 . 00 Cusvomer H.G.ENTERPRISES Wed Jun 7 13 : 39 :38 2000 Project # : OA66 Truss ID J5 Family # 205 Span 5-0 Quantity 4 Top Pitch 5/12 ==B[d(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-324 4-1= 0 2-4= 0 1=-371 7.25 2-3= 0 4=-48 2.50 3-4= 0 3=-214 1.50 PROVIDE FOR 233 LBS UPLIFT AT JOINT 1 (0.63) PROVIDE FOR 2 LBS UPLIFT AT JOINT 4 (0.05) PROVIDE FOR 209 LBS UPLIFT AT JOINT 3 (0.98) PROVIDE FOR 189 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) . 1 -0 r 5-0 1 5-0 3 00.00• • • • •• • 0•00 0000 3x4 • • 2 . . .. •••6 • 0 0000 60000• 6.0• 6• 0 0 . • • 0 • 4 . • .... ...... •6000• .... . . . . .... ..... 3 x 4 0000 •0•• 5-0 x4 5-0 • L. HL TO PK: 5-5 LEFT HEIGHT: 0-11-5 SPAN: 5-0 RISE : 3-0-5 RIGHT HEIGHT: 3-0-5 ---------------------------- 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 J y LEFT END VERTICAL IS EXPOSED. ` TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 W/NDS DESIGN SPEC PI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT"BLDG:A{\RCHITECT OR,ENGINEER. ,yy.� ===««ACES-32 Ver. 1 . 1>>>>====== [ 038273 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 16 . 14 Hand jig>>>> : 16 . 50 Hand assembly>>>> : 13 . 83 Com cut : 7 . 64 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :39 :40 2000 Project # : OA66 Truss ID : J7 Family # 205 Span : 7-0 Quantity 7 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ 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 281 LBS UPLIFT AT JOINT 1 (0.58) PROVIDE FOR 296 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 258 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 7-0 -7-0 - 3 • • • •••• •• • •• • •••• •••• 3x4 "" ' • • dfz • .... ...... . . .. . ...... a . .... ...... ...... .... . . . . .... ...•• 3x4 • • 7-0 •' x4 .... 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-11-5 SPAN: 7-0 RISE: 3-10-5 RIGHT HEIGHT: 3-10-5 ------------------------------------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 949 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 STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 W/NDS DESIGN,SPECS,iSSBC'ANSI/ITP,I-95i THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE�)CONSULT-,BLDG ARCHITECT OR ENGINEER. �= r ===««ACES-32 Ver. 1 . 1>>>>====== [ 038274 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 13 . 83 Hand jig>>>> : 14 . 56 Hand assemblyy»>> : 11 . 86 Com cut : 6 . 55 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 39 :43 2000 Project # : OA66 Truss ID J7B Family # 205 Span : 7-0 Quantity 6 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 286 LBS UPLIFT AT JOINT 1 (0.59) ` PROVIDE FOR 297 LBS UPLIFT AT JOINT 3 (0.98) PROVIDE FOR 257 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) -0 7-0 7-0 3 0000•• • • • • • • 0000 •• • •• • 0000 0000 3x4 2 a e e • •6 ••e• • • 0600 66600e 0 •• 6• • • • • •e • 0.600• 1 • 4 • 0 • • • • • •000 0000•• •000•• 0000 • • • • 3x4 .... ..... 7-0 x4 .... e 7-0 • L. HL TO PK: 7-7 _ LEFT HEIGHT: 0-10-8 SPAN: 7-0 RISE :3-9-8 RIGHT HEIGHT: 3-9-8 ------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 954 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 STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 JO I NT,SYMMETR I CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,, SBC;ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT.OR ENGINEER. r ===««ACES-32 Ver. 1 . 1>>>>====== [ 038275 ] ======««BEST. TRUSS . CO. »»========= Hand cut>>>> : 3 . 14 Hand jig>>>> : 4 . 61 Hand assemblyy»>> : 1 . 98 Com cut : 1 . 09 Comp asssembly 0 . 00 CuSfomer H.G.ENTERPRISES Wed Jun 7 13 : 39 :45 2000 Project # : OA66 Truss ID : J7D Family # 205 span 7-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-418 4-1= 0 2-4= 0 1=-486 1.50 2-3= 0 4=-68 2.50 3-4= 0 3=-308 1.50 PROVIDE FOR 289 LBS UPLIFT AT JOINT 1 (0.60) PROVIDE FOR 300 LBS UPLIFT AT JOINT 3 (0.98) PROVIDE FOR 257 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 7-0 7-0 3 :so:*: w • • • • • 0000 •• • •• • 0000 ••e• 3x4 •••• • • • • s • 2 e e e • •• •00• 0000 ••s••• • • • • • • • • • •• • 0000•• • • • 4 • • • • • • • 0000 0000•• • • • • 0••000 00•0 • • • • 3x4 . . •••. • 7-0 .�x4 .... 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-10-8 SPAN: 7-0 RISE :3-9-8 RIGHT HEIGHT:3-9-8 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 954 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 STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 14 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 WADS DESIGN SPECS SSBO,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULY BL`DG�'ARCH,IvTECTaOR ENGINEER. 5e z ===««ACES-32 Ver. 1 . 1>>>>====== [ 038276 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 53 Hand jig>>>> : 3 . 72 Hand assembly>>>> : 1 . 60 Com cut : 0 . 88 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :39 :47 2000 Project # : OA66 Truss ID J3E Family # 201 c1pan : 2-7-8 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 25 4-1= 0 2-4= 0 2=-327 7.25 2-3= 0 4=-139 2.50 3-4=-113 PROVIDE FOR 535 LBS UPLIFT AT JOINT 2 (1.64) PROVIDE FOR 309 LBS UPLIFT AT JOINT 4 (2.23) PROVIDE FOR 474 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC PLATING TURNED ON) 1-8-8 2-7-8 2-7-8 2x4 5x12 2 • • . . . .... .. . e e e • • • •• • •••••e • • 4 •••••• •••• • • 2x4 + ••;••• 2-7-8 .�x4 2-7-8 • L. HL TO PK: 2-10-2 LEFT HEIGHT: 3-10-4 SPAN:2-7-8 RISE:4-11-6 RIGHT HEIGHT:4-11-6 ------------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 147 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 029 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. 11.5 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 W/NDS DESIGN'SPECS; rSSBC,'ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL TIBLDG'ARCH,IT,ECT OR ENGINEER. 1 ===««'ACES-32 Ver. 1 . 1»»====== [ 038277 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 3 . 14 Hand jig>>>> : 4 . 61 Hand assemblyy>>>> : 1 . 98 Com cut : 1 . 09 Comp asssembly 0 . 00 CMomer H.G.ENTERPRISES Wed Jun 7 13 : 39 : 51 2000 Project # : OA66 Truss ID J7A Family # 205 Span 7-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ 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 282 LBS UPLIFT AT JOINT 1 (0.59) PROVIDE FOR 294 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 254 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11 -0 7-0 7-0 3 0000•• • • • • • • 0000 •• • •• • 0000 0000 3x4 %• • •• • 0000 • 2 • •• • • • • •• 0000 0000 0000•• • • •• • 0000•• 4 • • • • 0000 0000•• •0000 9600 • • • • 3x4 0660 ..... 1 7-0 yX� 0000 • • .11 • • 7-0 0.00• • L. HL TO PK: 7-7 LEFT HEIGHT: 0-10-8 SPAN: 7-0 RISE: 3-9-8 RIGHT HEIGHT: 3-9-8 -------------------------------------------------------------------------------- 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 STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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 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)C NSUL'T 13%6G 'ARCHITECT OR ENGINEER. x.5.3 s ��■�I`�'!1�(�s°'•y' ter / f ©• b�� Al ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038278 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 2 .41 Hand jig>>>> : 3 . 55 Hand assemblyy»>> : 1 . 52 Com cut : 0 . 84 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :39 : 53 2000 Project # : OA66 Truss ID J5D Family # 205 Span : 5-0 Quantity 1 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-398 4-1= 0 2-4= 0 1=-446 7.25 2-S= 0 4=-48 2.50 3-4= 0 3=-214 1.50 PROVIDE FOR 328 LBS UPLIFT AT JOINT 1 (0.74) PROVIDE FOR 206 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 185 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -8-2 5-0 5-0 3 3x4 .000.0 • . • . . . .... .. . .. . .... .... 2 • • e oeoe e o • •• • 0000 • s • • • •• 0000 4 0000 0000•• • 0000 •• • • • • •• • 0000•• 3 x 4 .... 5-0 : x4 ....: 0066. .... 5-0 • .... .... . . L. HL TO PK: 5-5 LEFT HEIGHT: 0-10-8 SPAN: 5-0 RISE:2-11-8 RIGHT HEIGHT: 2-1.1-8 ------------------------------- 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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,rSSBC',ANSI%TP;IT:,95, THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR`ENGINEER. 7t9'.h•�'t� %4�'lp h. �ut \ ===««ACES-32 Ver. 1 . 1>>>>==:==== [ 038279 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 .45 Hand jig>>>> : 2 . 13 Hand assembly>>>> : 0 . 91 Comp ut : 0 . 50 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 : 39 : 55 2000 Project # : OA66 Truss ID J1D Family # 201 Span : 0-7-8 Quantity 1 Top Pitch 5/12 ==B[d(8/11/1998),v1 REACTIONS - SIZE 2=-217 7.25 4=-29 2.50 PROVIDE FOR 255 LBS UPLIFT AT JOINT 2 (1.18) PROVIDE FOR 18 LBS UPLIFT AT JOINT 4 (0.62) PROVIDE FOR 11 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT Y=TOP):[j2=5,31,(SYMMETRIC PLATING TURNED ON) 1-8-8 0-7-8 0-7-8 2x4 5x8 a 2 . . . .... .. . .. . .... .... . ...• . . 6 ' . .... ...... i • . . .. . ...... 2 x 4 .... ...... 0_? • 0-7-8 .... ..... .... .... . . L. HL TO PK: 0-8-2 LEFT HEIGHT: 3-10-4 SPAN: 0-7-8 RISE:4-1-6 RIGHT HEIGHT:4-1•-6 -------- ----- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3-0 . 007 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 001 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. 11.5 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) ` 011 PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS; SSBC,'NDS;ANSITT'PI,-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REaD)CONSULT BLDGXARCH,�TECTIOR ENGINEER. .,{ • ��.,r, �; ✓,+. µwpb d„ ah S! Aw x Ai, • -y F ♦ !'V f hi li Y 1 .Li1. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038280 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 8 . 29 Hand jig>>>> : 9 . 51 Hand assemblyy»>> : 6 . 61 Com cut : 3 . 65 Comp asssembly 0 . 00 Cusfomer : H.G.ENTERPRISES Wed Jun 7 13 : 39 : 59 2000 Project ## : OA66 Truss ID M5 Family # 201 &pan : 6-4 Quantity 3 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-246 5-1= 220 3-1=-260 1=-445 7.25 2-1= 0 3-5=-259 5=-335 2.50 3-4= 0 4-5=-138 PROVIDE FOR 265 LBS UPLIFT AT JOINT 1 (0.60) PROVIDE FOR 257 LBS UPLIFT AT JOINT 5 (0.77) PROVIDE FOR 231 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 3-2 6-4 , 3-2 3-2 2x4 4 3x4 3 000.0• • • • 2x4 .... .. .. . .... .... 2 • •••. • •6.0 06660 7 6 0 .• 0666 .••• 066060 0 900• 000000 . . 60 0 60066• 3x4 • 6-4 •J x4.6. ... 6-4 6 0 .... .... . . • 60600 L. HL TO PK: 6-10-5 • LEFT HEIGHT: 0-10-8 SPAN: 6-4 RISE: 3-6-3 RIGHT HEIGHT: 3-6-3 ---------------------- 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 5-1=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 STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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 W/NDS DESIGN SPECS,-SSBC,ANSI/TPI-95 ,)y THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT'BLDG,ARCHI•TECT� OR ENGINEER . a <„ ;ry`�'"� • �~k�ry, t">;4Tr2��"ti � � y y fy'Cy�f (•� ,s of ===««ACES-32 Ver. 1 . 1>>>>====== [ 038281 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 . 62 Hand j ig»» : 4 . 81 Hand assembly»» : 2 . 89 Com cut : 1 . 60 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 01 2000 Project # : OA66 Truss ID J5C Family # 205 Span : 5-0 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-324 4-1= 0 2-4= 0 1=-371 7.25 2-9= 0 4=-48 2.50 3-4= 0 3=-214 1.50 PROVIDE FOR 233 LBS UPLIFT AT JOINT 1 (0.63) PROVIDE FOR 206 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 185 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 5-0 5-0 3 ' 3x4 ' . . . .... .. . 2 • • • .. . .... .... 1 4 • 0000 0000•• • 0000 •• • • • • •• • 0000•• 3x4 •. •... :....: 4x4.... .... 5-0 • . . .... ..... • 000000 .... . . L. HL TO PK: 5-5 00.00• LEFT HEIGHT: 0-10-8 SPAN: 5-0 RISE :2-11-8 RIGHT HEIGHT: 2-1e1-8 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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 W/NDS DESIGN SPEC ISS�S$BC'�ANSI/,TP�I'95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG 9RGH4TE.C�T OR ENGINEER_. Jr •e r � , r ===««ACES-32 Ver. 1 . 1>>>>====== [ 038282 ] ___===««BEST.TRUSS .CO. »»_________ Hand cut»» : 1 . 69 Hand j ig»» : 2 .48 Hand assembly»» : 1 . 06 Com cut : 0 . 59 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 04 2000 Project # : OA66 Truss ID J3D Family # 205 Span : 3-0 Quantity 1 Top Pitch 5/12 ==Bld(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-312 4-1= 0 2-4= 0 1=-340 1.50 2-3= 0 4=-28 2.50 3-4= 0 3=-128 1.50 PROVIDE FOR 282 LBS UPLIFT AT JOINT 1 (0.83) PROVIDE FOR 9 LBS UPLIFT AT JOINT 4 (0.32) PROVIDE FOR 122 LBS UPLIFT AT JOINT 3 (0.95) PROVIDE FOR 117 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -8-2 3-0 3-0 3 3x4 • . . . .... .. . 2 0. 0 0000 0000 0 0••0 • • • • 00 0 0000 • •• 0000 1 • • 0000 •0 0 • 0 . • 0 00 0 3x4 0 .... ' ...... 3-0 e.... • 3-0 . . 0000 ..... • • •00• 000• • •0000 L. HL TO PK: 3-3 • LEFT HEIGHT: 0-10-8 SPAN: 3-0 RISE :2-1-8 RIGHT HEIGHT:2-1-8 -------------------------------- --------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 192 TOP CHORD: 2X4 N0. 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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) _ 1 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'BL`D �ARCdjJECT OR ENGINEER. al UJ V 1 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038283 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 1 . 14 Hand jig>>>> : 1 . 52 Hand assemblyy»>> : 0 . 91 Comp ut : 0 . 50 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 06 2000 Project # : OA66 Truss ID J1C Family # 205 Span 1-0 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998),v1 REACTIONS - SIZE 1=-151 7.25 4=-33 2.50 3=-34 1.50 PROVIDE FOR 192 LBS UPLIFT AT JOINT 1 (1.27) PROVIDE FOR 120 LBS UPLIFT AT JOINT 3 (3.57) PROVIDE FOR 18 LBS HORIZ. REACTION AT JOINT 1 PROVIDE FOR 3 LBS HORIZ. REACTION AT JOINT 4 PROVIDE FOR 88 LBS HORIZ. REACTION AT JOINT 3 (SYMMETRIC PLATING TURNED ON) 1 -0 1 1 -0 1 -0 2x4 3 2 ...... f ♦ ♦ f ♦ .. . .... .... ♦ . .♦ . ....♦. f 3 x 4 .... ...... I-1-0 ...... .... 1 -0 f ♦ f 00000 • L. HL TO PK: 1-1 LEFT HEIGHT: 0-10-8 SPAN: 1-0 RISE : 1-3-8 RIGHT HEIGHT: 1-3-8 ---------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 036 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 041 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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) 1. rZ •dj,] „ PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS SQ£;NDS,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSUL:T BL wARGHIT�ECT*60 ENGyINEER. 1S �r' Cd r ===««ACES-32 Ver. 1 . 1>>>>====== [ 038284 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 48 Hand jig>>>> : 3 .29 Hand assembly>>>> : 1 . 98 Comp ut : 1 . 09 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 09 2000 Project ## : OA66 Truss ID J3C Family # 205 13pan 3-0 Quantity 2 Top Pitch 5/12 ==BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-234 4-1= 0 2-4= 0 1=-261 7.25 2-3= 0 4=-28 2.50 3-4= 0 3=-124 1.50 PROVIDE FOR 183 LBS UPLIFT AT JOINT 1 (0.70) PROVIDE FOR 10 LBS UPLIFT AT JOINT 4 (0.38) PROVIDE FOR 119 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 117 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 3-0 3-0 3 "3x4 . . O O O • O •• • •••• •••• 4 • ••.• ••••o• • • • •• • ••••% 3x4 ' • 3-0 3x4 ...... .,.. • 3-0 .•... .... .... . . L. HL TO PK: 3-3 • LEFT HEIGHT: 0-10-8 SPAN: 3-0 RISE :2-1-8 RIGHT HEIGHT:2-1-8 ------------------------------- 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 . 027 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 EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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 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,"Si$BC�;ANSI/TP1.'95' THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL'T"BL" 3gfbOHI'TECTs�QRrENGINEER. 0 •D°°oso�°° s IY , I ===««ACES-32 Ver. 1 . 1>>>>====== [ 038285 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 29 Hand jig>>>> : 2 .43 Hand assembly>>>> : 1 . 82 Com cut : 1 . 01 Comp asssembly 0 . 00 Customer H.G. ENTERPRISES Wed Jun 7 13 :40 : 11 2000 Project # : OA66 Truss ID J1 Family # 205 Span 1-0 Quantity 4 Top Pitch 5/12 ==Bad(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-151 7.25 4=-10 2.50 3=-34 1.50 PROVIDE FOR 216 LBS UPLIFT AT JOINT 1 (1.43) PROVIDE FOR 81 LBS UPLIFT AT JOINT 3 (2.40) PROVIDE FOR 22 LBS HORIZ. REACTION AT JOINT 1 PROVIDE FOR 3 LBS HORIZ. REACTION AT JOINT 4 PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT 3 (SYMMETRIC PLATING TURNED ON) , 1 -0 1 -0 1 -0 2x4 3 • 2 • . . . .... .. . .. . .... .... 4 • •.•• ••••.. • see* •• • 3 x 4 ...... 1 -0 � •seees Goes 1 -0 60406 . .. . ... . . L. HL TO PK: 1-1 e LEFT HEIGHT: 0-11-5 SPAN: 1-0 RISE: 1-4-5 RIGHT HEIGHT: 1-4-5 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 037 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.@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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PS DL,2.00 MI'�FROMYt6CEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 0�`�s';,++:., `� :'' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPEBS,=�$BC;NDS,ANSI/TPI°95'. THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUI ��L� ARCHITECT ORuENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038286 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 4 . 96 Hand jig>>>> : 5 . 27 Hand assembly>>>> : 3 . 95 Com cut : 2 . 18 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 13 2000 Project # : OA66 Truss ID J3 Family # 205 Span : 3-0 Quantity 4 Top Pitch 5/12 =,=BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 11-2=-234 4-1= 0 2-4= 0 1=-261 7.25 `2-3= 0 4=-28 2.50 3-4= 0 3=-124 1.50 PROVIDE FOR 181 LBS UPLIFT AT JOINT 1 (0.69) PROVIDE FOR 13 LBS UPLIFT AT JOINT 4 (0.48) PROVIDE FOR 119 LBS UPLIFT AT JOINT 3 (0.96) PROVIDE FOR 120 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) , 1 -0 3-0 , 3-0 3 3x4 • • • • •••• •• • 2 • • O O O O O •• • • i t • • f • M• • 4 • • •• • ••.••• •••••• •••• • • 3x4 ' 3-0 3x4 • 3-0 f .,•.. L. HL TO PK: 3-3 LEFT HEIGHT: 0-11-5 SPAN: 3-0 RISE:2-2-5 RIGHT HEIGHT:2-2-5 - 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 STRESSES USED NO. OF MEMBERS ;%1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL '2'.00 MI, FROMIOCEANC NE(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 JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN,SPF.CAS';-gS\BC,ANSIc�/TP;Ii'95,, T THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT"BLD"RCHI•TECT,<'OR EN*gINEER. 4, TrI '. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038287 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 14 Hand jig>>>> : 1 . 52 Hand assemblyy»>> : 0 . 91 Com cut : 0 . 50 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 16 2000 Project # : OA66 Truss ID : M4A Family # 205 Span : 1-0 Quantity 2 Top Pitch 5/12 =BLd(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-144 4-1= 0 2-4= 0 1=-151 7.25 2-3= 0 4=-8 2.50 -3-4= 0 3=-34 1.50 PROVIDE FOR 142 LBS UPLIFT AT JOINT 1 (0.94) PROVIDE FOR 14 LBS UPLIFT AT JOINT 4 (1.86) PROVIDE FOR 32 LBS UPLIFT AT JOINT 3 (0.95) 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 6 x 10 3 ' •'• . . . .... .. . • . • •• o • • •' • • • •••• •••••• 4 .... .. . • . . .. . ...... • • . •••• ...... • . • ...... .... . . • . . .... ..... 1 -0 x 4 .... .... • . . 1 -0 ..... L. HL TO PK: 1-1 LEFT HEIGHT: 0-7-13 SPAN: 1-0 RISE : 1-0-13 RIGHT HEIGHT: 1-0-13 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 . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM,OCEANL I NE'('ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ';IY!-" �,\I R /"',wa �i'. PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECSS5 C ANS P/TP.I,-955 n THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT"BIUU/JRb I��Cff OR *ENGINEERf. tiy= , ===««ACES-32 Ver. 1 . 1>>>>====== [ 038288 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 53 Hand jig>>>> : 3 . 72 Hand assemblyy»>> : 1 . 60 Comp ut : 0 . 88 Comp asssembly 0 . 00 Customer : H.G. ENTERPRISES Wed Jun 7 13 :40 : 18 2000 Project # : OA66 Truss ID J5A Family # 205 Span : 5-11-1 Quantity 1 Top Pitch 4 . 15/12 ==BLd(8/11/1998),v1 FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-388 4-1= 0 2-4= 0 1=-444 7.25 2-3= 0 4=-57 2.50 -3-4= 0 3=-255 1.50 PROVIDE FOR 297 LBS UPLIFT AT JOINT 1 (0.67) PROVIDE FOR 234 LBS UPLIFT AT JOINT 3 (0.92) PROVIDE FOR 187 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -2-7 5-11 -1 5-11 -1 3 • 000:0• . • • 3x4 . . . .... .. . ee 0 ...• .... z • .... :e see• • • 0000 0000•• • e••e •• • 9 • 4 • •• • 0000•• • • 0 0060 :0090• 3x4 •e00•• e+00 5-11 -1 •••e:• 00 00 5-11 -1 "" ' 0 •:0e• e L. HL TO PK: 6-3-3 LEFT HEIGHT: 0-11-12 SPAN: 5-11-1 RISE : 3-0-5 RIGHT HEIGHT: 3-0-5 - ---------------------- --------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 676 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 148 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 EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM..00EANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) :` �� ( 13 F PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS.,Q3SBC,AVSI/'TP,I'-,95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL TBLd§;A 6HITIECT'OP ENGINEER. 166- `r • l ' ===««ACES-32 Ver. 1 . 1>>>>====== [ 038289 ] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 1 . 14 Hand jig>>>> : 1 . 52 Hand assemblyy»>> : 0 . 91 Com cut : 0 . 50 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 :40 :20 2000 Project # : OA66 Truss ID JlA Family # 205 Span 1-5-4 Quantity 2 Top Pitch 5/12 =Bld(8/11/1998),v1.1__________________________________________________________________ REACTIONS - SIZE 1=-175 7.25 4=-12 2.50 3=-53 1.50 PROVIDE FOR 204 LBS UPLIFT AT JOINT 1 (1.16) PROVIDE FOR 44 LBS UPLIFT AT JOINT 3 (0.82) PROVIDE FOR 21 LBS HORIZ. REACTION AT JOINT 1 PROVIDE FOR 88 LBS HORIZ. REACTION AT JOINT 3 (SYMMETRIC PLATING TURNED ON) , 1 -0 1 -5-4, 1 -5-4 2x4 3 2 •.. . 0000 0000 ••.• 00 .... ..:1 0000 . 0000 0000.. 4 0000 .. . . . .. . 0000.. 0000 0000.. 3x4 :**so: 0000 : 0000. 1 -5-4 • 0000 0000 . . 1 -5-4 0000. L. HL TO PK: 1-6-11 LEFT HEIGHT: 0-11-12 SPAN: 1-5-4 RISE: 1-6-15 RIGHT HEIGHT: 1-6-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 051 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 007 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 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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) �A ;'t�' '`°t,: PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS,1,-SBC,"NDS,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BL^DGy±kRCHIIE!CCT_o0R' ENGIFNEER. 6 1 ' ===««ACES-32 Ver. 1 . 1>>>>====== [ 038290 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 1 . 93 Hand jig>>>> : 2 . 84 Hand assembly>>>> : 1 . 22 Com cut : 0 . 67 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :40 :23 2000 Project # : OA66 Truss ID J4 Family # 205 Span : 4-3-4 Quantity 1 Top Pitch 5/12 =B1d(8/11/1998),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-291 4-1= 0 2-4= 0 1=-331 7.25 2-3= 0 4=-40 2.50 - 3-4= 0 3=-181 1.50 PROVIDE FOR 211 LBS UPLIFT AT JOINT 1 (0.64) PROVIDE FOR 7 LBS UPLIFT AT JOINT 4 (0.19) PROVIDE FOR 175 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 163 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -0 4-3-4 4-3-4 3 0000.. • • . 3x4 • • • • 0000 •• • ' •• • 0000 0000 2 • 0000 • • • • • • • • • •• • 0000 • •• 0000 • 0000 0.0000 • 0000 •• • • 1 • • 00 • 0000•• 4 • • • 0000 •00.0• ' •••00• 0000 • • 3x4 . . .... ..... 4-3-4 x4 0 ••••. • L. HL TO PK:4-7-8 LEFT HEIGHT: 0-11-12 SPAN:4-3-4 RISE :2-9-2 RIGHT HEIGHT:2-9-2 ---------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 351 TOP CHORD: 2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 074 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 EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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) „,',- #>'Cy;';+ PLATE MUST BE INSTALLED ON EA. FACE OF JO I NT,SYMMETR I CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SBC,ANSI/TTP,Ii-§5., THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG'ARCN'I�T'ECf-'.AR{''E�NGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 038292 ] ======««BEST.TRUSS .CO. »»========= Hand cut»» : 3 . 43 Hand j ig»» : 3 . 65 Hand assemblyy»» : 2 . 74 Com cut : 1 . 51 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 :40 :28 2000 Project # : OA66 Truss ID J3A Family # 205 Span 3-0 Quantity 4 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 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) , 1 -0 3-0 � 3-0 2 3x4 ' .. . 0000 0000 1 • 0000 .. 0000 .. 0000 . 0000 0000.. 3 0000 .. . 0 0 . . .. . 0000.. . *008 00000. 0000.. 0000 . . - � 0000 0000. 3-0 0000 0000 0000. 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 . 373 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 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 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 REOD)CONSULT BLDG AR�CHITECT`OR-ENGINEER. w1 JAJ t ('.may'• 'u.: ,}\(K,: `'C;t,vU, ;s��!�S ===««ACES-32 Ver. 1 . 1>>>>====== [ 038293 '] ======««BEST.TRUSS . CO. »»========= Hand cut>>>> : 3 . 62 Hand jig>>>> : 5 . 32 Hand assemblyy»>> : 2 . 28 Com cut : 1 . 26 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 30 2000 Project # : OA66 Truss ID : V12-0 Family # 314 Span : 12-0 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) 4-2-14 7-9-2 _ 12-0 , 4-2-14 3-6-4 4-2-14 4X5 4X5 2 3 3x4 U 3x4 4 . . .... % 4-2-14 7-9-2 1 L.Q ,•••�•• 4-2-14 3-6-4 4-2-� 4 ....:. . .... ...... ...... .... . . . . .... ..... L. HL TO PK:4-7-2 R �LL TO'JPJ.':4-7-Z ; LEFT HEIGHT: 0-0 SPAN: 12-0 RISE : 1-9-3 RR ET HEIG T: 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. 11.5 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 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. Ct cc •�a, !,y wr_� �i�� `Lb rVfl� 'k;I A h ===««ACES-32 Ver. 1 . 1>>>>====== [ 038294 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 98 Hand jig>>>> : 5 . 85 Hand assembly>>>> : 2 . 51 Com cut : 1 . 39 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 33 2000 Project # : OA66 Truss ID V10-0 Family # 314 Span : 10-2-8 Quantity 1 Top Pitch 5/12 =BLd(8/11/1998) NOTES : -able studs spaced at 72 inches o. c . 2 -Brace vertical studs in accordance with standard gable end detail M3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 lates at each end o? gable stud unless otherwise noted 5 -Truss to be ully sheathed from one face, or securely braced against lateral movement (i .e . diagonal web) (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:7-8=3x4; 1 -0-12 1 -0-12 .1 -4-2 8-10-6 .10-2-8 1 -4-2 7-6-4 1 -4-2 4X5 4x5 3 4 3x4 3X4 2 5' ... • •••• •••••• • 3x4 • . . .. . ...... .1 -4-2 8-10-6 ••.1012-83oc4 • 1 -4-2 7-6-4 . 1 —4-2�` ' .... ...... ...... .... . . . . .... ..... .... .... . . L. HL TO PK: 1-5-7 R. HL TO PK : 1-5•-7 LEFT HEIGHT: 1-2-8 SPAN: 10-2-8 RISE : 1-9-3 RIGHT HEIGHT: 1-2-8 --------------------------------------------------------- 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.@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. 11.5 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 ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT, OR-ENGINEER. ♦. Q�J� ^"F�KL 7 ===««ACES-32 Ver. 1 . 1>>>>====== [ 038295 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 26 Hand jig>>>> : 4 . 79 Hand assembly>>>> : 2 . 05 Com cut : 1 . 13 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 : 38 2000 Project # : OA66 Truss ID V8-OA Family # 101 Span : 7-10-8 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 M3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 lates at each end o? gable stud unless otherwise noted 5 -Truss to be ully sheathed from one face, or securely braced against lateral movement (i .e . diagonal web) (SYMMETRIC PLATING TURNED ON) , 1 -0-12 3-11 -4 7-10-8 , 1 -0-12 3-11 -4 3-11 -4 4X5 3 3X4 3x4 2 • • a .. ..,. . . .. . ...... 3x4 3-11 -4 7-10-8 s_3xg 3-11 -4 3-11 -4 ; .... .... . . L. HL TO PK:4-3-3 R'. HL TO PK :4-30 01" LEFT HEIGHT: 1-8-5 SPAN: 7-10-8 RISE: 3-4 RIGHT HEIGHT: 1-8•--5 ---------------------------------------------------- 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. 11.5 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 JOI NT,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. i � •ti�� •::t/y+}�', • WSJ x%'V'�.i ===««ACES-32 Ver. 1 . 1»»====== [ 038296 , ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 2 . 90 Hand jig>>>> : 4 . 26 Hand assembly>>>> : 1 . 82 Com cut : 1 . 01 Comp asssembly 0 . 00 CuNomer : H.G.ENTERPRISES Wed Jun 7 13 :40 :41 2000 Project # : OA66 Truss ID V8-OB Family # 101 Span : 7-10-8 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 M3 -Continuous bearing provided alon entire bottom chord 4 -Provide 1X4 lates at each end o gable stud unless otherwise noted 5 -Truss to be ully sheathed from one face, or securely braced against lateral movement (i .e. diagonal web) (SYMMETRIC PLATING TURNED ON) , 1 -0-12 3-11 -4 7-10-8 , 1 -0-12 3-11 -4 3-11 -4 4X5 3 3x4 3X4 HU • • • • • • •••• •••••• • 3x4 • 3-11 -4 7-10-8 3x4 • 3-11 -4 3-11 -4 ••'+•• •••• • . .... .... . . L. HL TO PK:4-3-3 R'. HL TO PK :4-3'-'3"� LEFT HEIGHT: 0-10-5 SPAN: 7-10-8 RISE :2-6 RIGHT HEIGHT: 0-140-5 -------------------------------------------------------------------------------- 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. 11.5 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 ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Q .'°SC��, + ..to• {r, ^_,.,may,. cl ' G�• t� � . !y � ===««ACES-32 Ver. 1 . 1>>>>====== [ 038297 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 3 . 43 Hand jig>>>> : 4 . 56 Hand assemblyy»>> : 2 . 74 Com cut : 1 . 51 Comp asssembly 0 . 00 Customer : H.G.ENTERPRISES Wed Jun 7 13 :40 :45 2000 Project # : OA66 Truss ID V8-OC Family # 101 Span : 8-0 Quantity 2 Top Pitch 5/12 BLd(8/11/1998),v1 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 8-0 4-0 4-0 4X5 z 3x4 3X4 .... • ••o 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. 11.5 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 JOI NT,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. ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038298, ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 1 . 72 Hand jig>>>> : 2 .28 Hand assemblyy»>> : 1 . 37 Com cut : 0 . 76 Comp asssembly 0 . 00 Customer H.G.ENTERPRISES Wed Jun 7 13 :40 :47 2000 Project # : OA66 Truss ID V4-0 Family # 101 Span : 4-0 Quantity 2 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) 2-0 4-0 2-0 2-0 4X5 3x4 2 3 X 4 3 e s • • • 0000 •• � • 0000 • •• • • • • 0 0.00 • • ••••s• , 0000 • •• • • 0000 • • • 0 • • 0 • 2-0 4-0 :...•: 2-0 2-0 •000 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. 11.5 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 ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. .i � �•i> `'f ilk aia • cc ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 038299 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut>>>> : 3 . 98 Hand jig>>>> : 5 . 85 Hand assembly>>>> : 2 . 51 Com cut : 1 . 39 Comp asssembly 0 . 00 CuNomer H.G.ENTERPRISES Wed Jun 7 13 :40 :49 2000 Project # : OA66 Truss ID V8-0 Family # 314 Span 7-10-8 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 alonq entire bottom chord 4 -Provide 1X4 lates at each end of gable stud unless otherwise noted 5 -Truss to be ully sheathed from one face, or securely braced against lateral movement (i .e. diagonal web) (SYMMETRIC PLATING TURNED ON) 1 -0-12 1 -0-12 —11 — 6-11 -4 —10- -11 — 6-0 —11 - 4X5 4x5 3X4 3 4 3x4 2 5 s • ••• • 000• e • •••• •• • •• • • •••• • • • • • • •••• so •• • • rA- Li • • •oee • •• • ••••• •••••• • • • • • • • •••••• •••• •••••• •••••• •••• 3x4 ••••g ••:'•. —11 — 6-11 -4 —1 c'4 •goes : —1 1 -4 6-0 —1.1 —4 •••e• L. HL TO PK: 1-0-3 R. HL TO PK : 1-0-3 LEFT HEIGHT:2-3-3 SPAN: 7-10-8 RISE:2-7-14 RIGHT HEIGHT: 2-3-3 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. 11.5 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 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 ARCHITECT OR ENGINEER. r .� c t .,.. �„'2:. =if: .:-.F"!(S."li; ( WR.!t•+^a',� . _ +_ ;�°t. -This safety aloft_., Is" �ISed,to-�Ittract ur attentionl PERSONALSAFEWISINVOLVEDI When era ctl� you see this symbol-BECOMEALgRT:NEEo RS u ' u n i t_ MESSAGE ;V".� � ��" s �'_�� ,+ sfni hires: + seer! d r e to <, CAUTION: A CAUTION Identifies safe operating ��,G. . A MCx describes a condition Eo� practices or indicates 6-nsafa coriditions that could F tllieftlll �I�oJ "ctioris cou`ii�result it result in personal Injury or damage to Pe 1 rY 9 stnictur+es. severEn�anoc^ age to structiir+es. Hill B-91 SummaV Sheet _ `"' COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING &BRACING METAL TRUSS PLATE 1NSTin I E o 03 PLATE CONNECTED WOOD TRUSSES D r. - ono Wt co t37 0.19 '- (608)833-6900 ' It Isthei =iybilitvofthemsMilerlbLidder buddm ooictor lloen�con6s�nr truss industry, but mast due to the nature of responsibilities involved, e presented as a guidetorthe use of a gyg"¢wilding designer or installer.Th, brace metal plate connected wood trusses to protect life and mpedy,The Installer the Truss Plate InstRute,Ina expres*AsjaL=any responsibility fortdnma must exercise the same high degree ofsafety awareness as with any otherstncbural arising from the use, app" or reliance on the recommerKLA& . material.TPI does not Intend these recommendations to be interpreted as superior Inlimmhation contairWherein bybuhilding 6es1griers,irwta M,and other$.CLOY-i to the project Andhitecfs or Engineers design specification for handling,Installing a by Tmaa Plate Inso te,Inr: AV dgfi&W 4wved.This doamhentcr any and bracing wood trusses for a particular roof or floor.These recommendations are thereof must not be reproduced in afhy Sdtkfwithout written penrrissarh/af based upon the collective experience of leading technical personnel in the wood pubWw.Printed in fie United StatacafAmorica. l,�: `t t FAAV 1UnON•Thobufder,buildli g`coittiraidor~"'°" F "'"""�6'racingsli••�a 6�nof .M.�ra•nt> 1'}ApA- Fs -i.e-s "y�f:. My r/M+vl. ,fit Ws t l t 9x CE -i} - •cater- cQV.•°ty,+ .- �obtain and read the entire bookie!!dontm.• emu. :. -d Recommendations fo�aniUing,'=`i`nsfailin -- lilt ,Bracing Metal Plate Connected WoodTnrssesi o °" sc J �1"from the This Plate institute.,: WWAUi y�j�lyir�n ��bo► on .g$P� a ,y.:i rr�+.►4.-Q{,.r.�.gSwsw��fs+��hacx•wi •'• •.rte • ,.. y : 'TRUSS 'STORAGE- c • f., �., •.• pica orr_ ��r�� ••� •l•t even srnrfaces whi'�`IQf�l68 r'= l l tit•l darneget0 the' uss-. , t •• a t t l 1 l '�t, • lilt t f to cat 4 .r{ till Ml/ t _ '. i r}• _ _•.x. -?f •a'4• PY'/Ott _ lit/tit tttttt ,- - - fee CAUTION: s T r uses store d horizontally should be vertically A'* sould b o reed o r biockin 9to�piev"enxeess—lateral+bending rand lesse.n r moe Or 9 stg _� WARNING:�Do not break banding,urrtil instapatMr[' _ �"� ox'' "Wiiidles• Hghtiirites „beaiiis .Cara shouId be1'�,-"�'exer+ctsad tn'�rati '•` re,; r�Da ��nan u_grrtlltw le 4,•t:O,.etA .G.T°•t•e•p1Pr H,'w { mova�to avofd'siiftiri of lndivid attnrss' ' r orm`�'iaitorr bands.Do not rise damaged"'truss s.� WE ,;,� Frame 1 ,rte... p2"+r►d11{�y..��..�•y',gn�y.,u.;,M,.r , YARNING: .Do not attach cables, chains o 9 �,•_ _ n ieta: �, -hooks to the web members. MECHANI "" r . or less or less INS 7ACLA'TiON3; Tag Approximately Approximately Tag Une '/2 truss length '/s truss length Une - Truss spans less than 301. Ming devices should be connected to the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such asOn slings,chains,cables,nylon strapping, SpreaderBar 10' Toe In Toe In etc. of sufficient strength to carry the weight of the truss.Each trwsshould be set in proper position per the building = designer's framing plan and held with - I Approximately Approximately the lifting device until the ends of the r Y7 to 2/3 truss length truss are securely fastened and tempo- .-� - %to V4 truss length Less than or equal to 60' rary bracing is installed. �� Greater than 60' Tag �171� Une ! LJjW Spreader Bar �` v -:• 2jStrongback/ 10' 10' :r r -':- vSpreaderBar Toe in Toe In ,. At or above �- r Approximately 'r r`> +• AOdrbximatelV - • J Yo to%truss fen h = }� �to9�tiy�ss length _! Less than or equal to 60' Tag _• .`'•Tag ` > -R. Gr than _• Une e 6l1 .x c CAUTION:Temporary bracing shown in this sum Patton vt)( -trusses with simiiar0po gurations.}C tt eg rent bracing'tirrangemer>t s desired. The engineeF. TP Recommended DeslgnSpecl won tor �orar o �'• :Trusses,DSB-89,and in some cases determ&�e that -- GROUND'BRACING:BUILDING:INTERIOR `GAOUNE I fftj ,.SUMMING E4 • OB T Chad _ `:;;• - _ 7ypiedwRieai Fnd oP +c-° Pkn r_ - y - Bkioldrq WT hna `y,,, (nevi ZT Chord�GOV verdew (I Vertleals(' (1�oud txsorr t - (OeD1 eraard hraor. NrYod<oaVl Ground r- - �� •;� - (E NOW 2^d " • • t '-VpW horbmnt ltM memberwfth 91 rdrakr l4 a� 4 CAUTiOW_Ground bracing re PA 79 Frame 2 ; - r �0P CHORD t2 �a'a k + 1`O ' Pro CIAGON4L E . Y E SPACIN930 6 ANA; PfCH� SPAp0Q '` truss rt,: M,i,Ju�n•I �w'}"F -win;. ..c6•�ri i� U to 3Y M4/12 8' 20 Over 3Y-48' 6' 10 Over 48'-60' 1 5' 6 Over 60' Seat a registered professional engineer OF-Douglas FIr4Arch SP-Southern Pin HF-Hem-Fir SPF-Spruce-Pint Continuous Top Chord Aff lateral braces Lateral Brace—� lapped at least 2 Required tmsseiL �- - 10'or Greater Attachment . Required $. - 1 Topch orcieth atare intereily braced can buckle •••• i nal bracing.Ciegonsibreeingd eboaW be nailed •�::r•�• .a•• •••• • totho ntdoeidecithetopehardwh•npurune 1, ,rr? �s�.°`�•.e: - • • _• era ettacbsd to the topside of the top eltord ':= ;,K _ • • • --0-4. -dry-r•��:�- �`WARNINGt Fail . - uretofallowthese s-- 'y'9J..� 4 IM.e•LeL cr L� Lhe.-•y 't4r-�_ r °• iePe personal lnJu orama etc �r ,.'Yc,srsu:Y« „t•Eiap,,.,Vtw 9 I�, ti''• 'I�,i i , '�,r`l"C s".T',r .r-w+`L•_'._:-^z,�'•,,�.�: 'e.3-C=•r•E.'.'7•, MINnaMUM CHORD:. D UGONALB yiri i : ,#r TOP CHORD." O RACE S':�;r..,}�.y.��•��' lay._ _ .•°ice ,� •.....••• •••• PITCHY '{" ,; LATERAL•,BRACE SPACING" DB" �,a ;� ;� `� - + . SPAN DIFFERENCE ,,. t S�,"�� °' `. •.a► • ERENC SPACING(LB�;- � »� #ttucses ',"'� �:{ -q..�;r,:.-8�' � ..Re ••�••. SP DP� SPF HP4 r. .•• J• U to 28' 28 7' 17 12 �•• ••• Over 28'-42-1 3.0 60 9 1 6 Over 42'-60' 3.0 5' S 1 3 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-pine-Fir Continuous Top Chord Lateral Brace All lateral braces Required lapped at least 2 10'or Greater - trusses. Attachment Required Topcbordethatare laterally braced a Q togelberendaueecoltapeeifthereiar nai bracing.Diagonal bracing should t -- �� tothe underside of the top chord when am aMached to the topside of the top SCISSORS TR Frame 3 PER .j • / pr x -- t . . . • • • • • . • • . G : • • • f. •4 r O i:�'4. Lv q�'El \� ' i r �. - ' or�reate OV 48 Seen register p to ial an in MIAGo Top Chord NO SPA Lateral grace- 1'SPACING Over 60, S 4 OF-C)ouglas Fir-Larch Sp.Southern Pine it Attachment great The end diagonal brace for cantfievered End diagonals *see 1tlwssft must be Stability and must be placed an vertical both ends afthommayoum P4 webs In Une with the support 6 WARNING: FWfuretafallowthe",* -~ Con;nuous *of* LMAJ Brace WO SU@dftd to the *eve 10'orG Required Trusses must have ber oriented In the zontall direction t( this brace spacinl; End diagoinwals Stability and both ends of the truss system. oI.il 4.g P"CHORM"""., 411A 'Wow'! on DIAL 7 11MINIMUM, L'*o .aPA�N'I'. PITCH,,,,, a(L:303 4r SPACIN VS 'p jv' 1 U 0 — sp/� SPF/HP 10 3/12 ep Over 12 Over 24'-42' 2E 17 2 1 7* 10—, 6 Over 42'-SW 3/12 6' 4 Over 54' See a r Istered p rofessional engineer DF:Douglas Fir-Larch HF Hem-Fir SP-Southern pine Cal SPF-Spruce-Pine-Fir AU lateral bri 41apped at lea Diagonal brace = trusses. also required on end Verticals. COftwom Top Chord �6 tawal Brace TOP thOweldwidilybracede"buckle 4 Requked Ur or t6VWWWW@id*c*th*tapChwdw#wn pwih, amaftfthWt*thet0PBid*a#tM top, e•• A. MOO tR 6" : Ciment * Req V- 4�0 Pr WARNIN G:G : 0ailure ;C.V#AVV ,., & to fbilowth s=Pe T nai -- r damage ik X V fit * WiTo lip Cw VC4, IV PLUMS 0 pyty 12' O r is i t,uma rof 2v Lmo.or r 36• 31W 3- 48* is 41 so scr 7' 7r 6# w 1-3 96• r Truss 108- r 9. 4• 3' 4, 5, 1-1/4� 6. 1-1 1-3 Depth 9. . ............... Dan) ...... T t LASBWOf Lesser of L=0 or 2- D/50 or 2* L Maximum Plumb ( 1• r M lacemwd fi Line 1-11 • 120.8' rr 150' 314' 12Sv 1412' 125.0- OUT-OFPWMB INSTALLATION TOLERANCES. OUT.Or..� NTn1 FRIIWZS.. AV Ilw:--o Ot" * il : INM 06 Zu tru oaf t 1 e- Frame 6. �.�1_ �. �r.. ,. 3. •_lI; ...�Y..�.'�'4A.: •../Jib.r'....:��• ....�•i...d..r�i,.��1 la.I�r• .�.�.�-- . F OFFED GABLE -END DETAIL.s1M Ma rF. WPX WALL �CCWT of WTO-25 FT. 3 =, Si-iAFE FACTCR — 1.i. TOTAL UM LM — 363 FW, L/sw r t DN cRrTRW x RED To TAa—C RM PAX. K4xD '1 ST M L@iG�i•!. 9=: wp mm I= 4v� 2904 Q11fimE5 �. 0'S' 8'•� ! 12 sm roAm A NCNE A 1 I VARII a V/ �3 8d HAAS AX TI!'i'�1.:..am -��• ;.•� �-� I�IIi• WE m m is AT 3 as Z- =nor a aLl 0. .a a A r ' 7777.777,/iI i //I ///// /II �I''Itt/mi�ll''/I I / �/� /K e • vim. OR 11R�BTt�iT. •�1 s... • _7•� 3fL • • • r .o•• spwH TD m i lrmiZY mss7 e + • • s Q s • ***Goo WT rLrd= ' 6Te m ='80 w � Jam j•. 1!I &! w0.. AT 3=AD—0 y/ 9d 1NL$—� �•.•.� ��e'�.►1 AGi1�f At am S�m= AO..tCCJQ • • /� �? 1a30 tE'J � W zo a"Emu Ha f My aO 39 S QT 9�� ` ••.•.• o•o• li/IR. .ZS 1.T aMW >A ' • MR C..? Al 000� • p1 •. 1 •e�wx--� 24r 9M••J t 't r �' '• 7c 4AAC0C a '.E VIRUS 70 " L4?At�i WAM 'M v0R 2M EL770=Q W +80 ,MaS Sites w 114"A"a 3st: 1Xt PSA AW C ZMLE 9a ��,, Mt �±t t�►� �T*.0 �� :1,t east TM wrr---- 14t t o o °w sm im �� o 20 etc SC OM To �_a wsm� =�• VE �. �z�u. X4 um tram m TM M" TM ��M at ct�� lQLTS Ar 4V= W ="MAX a Wa WLTS AT 4w= W Olaf AT M X•8U=rj WFAa. M-MACE RM AT s6s W..WAX u M=U KU L mAcm mm m. mm sA&g AWAY—WO—L" MOTE � a �,<� `''• �.�'� � L Try CPAWV C S FM SM QI J CAS eQ Q�AL .9 aD. t� AW ER.1:"Sh'G OM.:'.—wWM FEMOB AFPROVAL FAT WT-TCtt �CZ ,T- PMM MW.I �6 � C!t AROt�fTC1"T. 4 t�C M2, ii SPc Oit. m Ltd FURKSH Cc" OF THIS maw= TO �-'��fit! • CL"1MACTI M RR 9RACDO Di6TJ1i.l.AZIOtC • / �''' JA&ILM M GRADE W ti.L e� T.a 2X4 No.2 0 19 SP -,2 Cr". 40\ ,� 9 �; , `°• P..C. ?.X4 NozHo W SP •cy�'•' T wotm 2X4 No= IS V. I in 06 MVII^ STANDARD GABLE END DETAIL. WIND SPED 1201FH. MEAN VALL IQICNT 3 FT. ndom er rtiuu a�tt K DIAGONAL OR L-BRACING TRUSSES AT 2I' O.C. REFER TO TABLE BELOW 1/2' PLIWOOD SHEATH114 1 I 4xi . 2X1 TYP. Q t Q VARIES TO COMMON TRUSS 1•-3X• lfl f 2X4 LATERAL A A BRACING S =110 WF,LL—\ '• r r :.....:......-.....:....0:000..:......�.. .. :. ...:..... . � � � � FUiicltiC STW OR LATH caiT: BEAR:ra acs sPl a?T. SPAN TO MATCH COC'M TRUSS. • • • • • • TYPiCAI. 2X4 L-fiRACE NAIL.® TO LATERA. CItiG'��F 0. 2X4 VERTICALS V/W NAILS. 8' Q.C. VERT. *GHT. o-1-1411. &T Q:ENO VERTICAL STUD UP TO 9- ..,1 0... 2 ' 76d 8' .g-(r 0 0 0 0 3 - *166:o 0000 ..•.'4 - 4":. SECTIaN A-A. OM1 • 0 0000 000000 40 0 MAXIMUM VERTICAL. STUDS HEIGHT: 0••••. ••:•• SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-Migt:: 12 INCH O.C. • 5-8-8 1 11-8-8 e-9-8 16 Ilci O.C. 4-7-8 18-2-8 7-8-8 24 INCH O.C. 1-8.8 8-3-8 I 6-3-6 NOTE: ZRMSH COPY OF THIS ORAuTo TO CONTRACTOR LVe-RT. HAO ESN CHECKED FOR IM MPH WW LOAD. MEAB WALL WEIGHT OF 21'! FT. AND L/248 09FL CWT. FOR BRACING IBSTALLATIOK 2COMECT10N BETWEEN BOTTOM CHORD OF GABLE END jm=to SHOWN 1S' FOR. INDIVIDUAL TRUSS oM-T TRUSS AN3 WALL TO B: PROVIOM BY PROJECT ENGIN ER COLS LT BLOC_ AW41TECT OT ENGIN-ER FOR OR ARCHITECT. TEWOAY At7�P T 9RAC]NG OF ROOF SY' ',. MINIMUM GRADE of LUMBER co�`= Y, T.C. 2X9 No.2ND 19 SP TPl-92 Cr11• •%� oil q. ' • d • z�Fi-c . 2X9 No.2NO 19 SP y jry�I•�4 r7y e' �� •0 �- SSBC-91 WebS 2X4 NO-3 19 SP ; w . �,tey 1�6'B tPSFI t LOA011iG L D STR. 1NCR , 33 % v' y .E QRAWN BY s J3 " . ��k�'� TOP 30 15 C'NcC>;ED 8Y , JAI �!) ►: oR,'��•' r BOTTOM 0 10 STRESS: YES M1Tek Industries Inc. Approved�t�d►'/� ��1hd�a`s•.s�s In SPACING: 29 Inch O.C. `\ © MiTek Ind_ nc f 7821 "67 MEU ~R33166 MiTek USA FAX(305)477 6594 MEPHONE(305)594 3670 June 15, 1998 Best Truss 7040 S.W. 44 Street Miami, FL 33155 _ Re: Project '"Comer. Truss M:CJ7 (Process #898130224) ...... . . Dear Sir: •••• •• • . .. . ...... .... .... In reference to the above drawing sealed on June 10. 1998, the Duration Load•ta;tor of i 3.Aas been used in the calculation of connection toy Hip Girder in acc�rt 6e to Section a.3.2 of ANSIIAF&PA NDS-1997. The typical application of 4, 16d;common •WM. nails•on a structurally sound 2 Y 4, placed in a staggered row should not split the-lamber.•,A.rminimum�Jge and end distance of I" is required. •• '•••'• . .... ...... Please call if I could be of further assistance. •••••• '••••' . . .... ..... .... .... . . Sincerely, • MiTek Industries, Inc. Junaidie Budiman, P.E. 71ull C(DRNER SET , TOP CHORD CONNEECTION: CORNER JACK 7'8" JACKS - 4,10-0 NAILS 5'0' JACKS - 4,8-0 NAILS 2 COMMON JACK 30' & P0' JAGS - 2,8-0 NAILS (TYP) U 12 a MIN. P - 2.5( _ MAX. P - 6.5 t 3X4 9 2X5 SIM >—=a. '3 HT. MAX 50TTOM CHORD CONNECTION: 7'13" .JACKS r ?,Ax 2,8-0 NAILS COMMON JACKS PARTIAL ROOF LAYOUT . . . . . . .... .. . . . .... .... ,scsan ,�OQUE t�E BEVEL CPdT t-.c0lOx - 5125 A'I:.THw END'AF..TOP --V AND.BOTTOM.CHOR05: s--M7 LS • 16.97 2 ...... . . .... .. . . P r� 2X3 : ...:. 3X4 . 4.16-0 NAI i S ....... ..... 0001. . . . PVT CORNEER JACK '. rY.lTc THIS M-SICI+ HAS SAN d°@CXeO FOR 146 HPM WIKy LOAD, wAt,L KT 38 FT HAIL 'O�.�•••^'�"'Y�+� _r ' PA"Of FOR UP3�T AT SEARING WALL CDAE-MahS -458 L8S A7 CAON aACXS E 745 L95 MINIMU11 GRAOE OF LUMBER L� - T.C. 2X4 Not 19 SP TPI-92 Crit. TA 2X4 NO2 9 SP Webs 2X4 N o 3 19 SP SSBC-91 o GlsT�81:fl ��6�N`�' LOADING L(FSF 0 STIR. iNCR- 33 7.. TOP 30 Is ORAWN BY TAN a BOTTOM Q 10 CHECKED cY : JAI APR-.)-..4 1991 5PACING : 24' 0Z. REP, STRESS. NO M1Tek Industries Inc. Approved for Mlek Inxs7fles inc: _- - pAtt"TROr��L!^AN DADE OUN�Y��,M. FLOW METRO-DAM FtAv r F; BU1LD11 �. wi:wJU12 w NEC 1aIir1Y1."CE am, METRO.OADE FU1GLER SUILZI1 PRODUCT CONTROL NOTICE OF ACCEPTANCE Iao WEST F MIAMI, s3ReD 3313E 1 FLORIDA 33130-15 Hughes ManufllInc. FAX cturing, In (305)375.29 (305)375-Zg; _ I19I0--62 Street - PR000CT CONTROL DIVISIC Largo, FL 33543 (305)375.291 FAX(305)372-63: Your application for Product Approval of = Wood Conitectors 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,specifications and calculations as submitt( AppficanL (For listing,see Seimn S of tha Notice ofAccWtance) has been recommended for acceptam by the Building Code Compliance office to be used in Dade- County, Florida under the specific conditions set forth on pages 2 et,seq,and the Standard Conditions - on page-3. - - This approval shalt not bevalid after the e*ration date stated below. The Office of Code Complianee reserves the right to secure this product or material at anytime from a jobsite or maiwfacturcer plat for= quality control testing. If this piodwt or ritaterial-fails to perform in thi o e—ved rut er, th's.�;oc�e - Compliance-Office may revoke,modify or suspend the use bfsuch prowled dr matedai immq9 ►. The applicant shall re-evaluate this product or material should any ammendthents to the'SA nth Fldrida Suitdin -- Code be enacted affecting this product ormatel'ial. Tie Buitding Code NmA1iance t3fl''ce reserves the the right to revoke this approval, if it is determined by the Building Cock Cotbpliaat:VGfftce that this product or material fails to meet the '. ...`.. requirements of the South Florida Ftoid 1 vilding Co Cde, a expense of such testing will be incurred b the man - ' ' - Y ufacturcr. •.- . .•••.• Acceptance No.:97-0205.03 •' " L - .000 66 0 9 Ex-pires:08/21/00 ul R guez • •6609 0000 - Product Control Ssor 0 THIS IS THE COVERSHEET,SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS - -BUILDING CODE COMMITTEE i his 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 wader the conditions set forth above. s vangcr, Director Building Code Compliance !: Approved:08/21/97 4-_ Metropolitan Dade County Internet mall address:postmaster @buildingcodeonline.com ® Homepage:httpJ/www.Wldingeadoonifne-com APR 07 '99 11:21 FR HUGHES MPU FACTORING 8135358199 M 13054776594, P.03/09 Hughes Manufacturing, Inc. ACCEPTANCE NO: 97-0205.03 APPROVED : MIS 2 "99' EXPIRES :M 2 1 290 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1.0 DESCRIPTION: This approval pertains to various sheet metal products designed to connect and/or anchor structure 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 19 GA. Extra Heavy Connector EHUH 14 GA. • e e s 1.1 Joist Hanger Strap Type •..Y .• 0 oee• s s .. s • 0 0 e • • 0 0 0 0 � • •.•s.. •o • • • Q e . ep a .•... L-0 C�w Candido l:om PE, Sr. Product Control Exami Product Control Division -2- Huihes Manufacturing, Ins _ ACCEPTANCE NO 9'�-OZOa3 • APPROVED _ AUG 2 1 199 EXI'ITtES : AUG Z 1 200 NOTICE OF ACCEPTANCE:SPECIFIC CONDITIONS Product Dimauions Fastencrs Design Loads = Codc H A 15314"]C W Header, Joist Dorn Up ST 201 i3'/.° 13-5/8. 1-518" .,8-16d 6-16d 1170 705 _ ST 2-201 13'/." 3-518 " 3-118" &-1 6d 6-16d 1170 705 ST 401 13%." 3-518" 5%" 3-518" 9-16d 646d 1170 705 ST 202 - 17'/." 3-S18 S'/." i-518" 12-20d 6-I6d 1965 — = ST 2-202 .17'/." 3-518" S'/." 3-1/8" 12-20d 6-16d 2100 725 ST 402 _ 17'/" 3-99 50" 3-5l8" 11-20d 6-16d 2100 725 - -ST 424 _ 24" 3-518" S'/." 3-518" 1.12 20d I 6-164 2100 1725 - _ - Note lysi&S&V-16 g eand 8udcet 18 gauge - - .-_ - . .)Pft md=cf fattam is loader is T for l6d nails and 2 3W;for 2d n=ls - 3)Nails on W bw*ea fail be i=g enough to be driven thr'*"P •• •• • •. . i••• ••6• - Y • .• . •••• 1.2 Joist Hanger U-Type I8 Gauge _ . . . .. 000• 0000.• • • •Y • •00.46 -` • • • a O A t •••0•• •0••6 • • • Q 0 � • � • ••6••• 0000 • • o O H- o • 00006 C • } dido Font, M Sr. Product C:ontroi Exams Product Control Division - -2a- Huties Manufacturing, Inc ACWTANCE NO:97-OZ05m _ APPROVED s AUG 2 1 19 EVIL : lU=21 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS ZO CONDM0NS'OF70ESIGNi: a) The approve producm Aall be made:of gaivaaized smai confo=iag to AMU A446 suv quality irarfift A(am-yWd33bQ and as inimuia coating ofM according to AM) b) "m;iglekmdsmbmdanNnionaLDesipsomiffcad forvood com traction 199 Edition and 1993 Eaam. c) Design Wfi a re for S Fsee a a gravity of 11.35. Allevwabie to other species or cones shall be adjusted acemdiagly d) Fasteners are rommonvim nails,lag screws or bob forsingle samaras showedand not' the approval . e) All test vvem=ducmd inaceordance with,AMAD-1761 f) Allowable loads forv&d upfift have shady beta jac=se d by s dltrgdcm load factor of and no other incremse-is 3.0 INSTALLATION: r All installations shall be in�amd=cc with the mmmfactunx's insnctions. this Notice of A= and the applicable sections of the South Florida Building Code. 4.0 All approved products shall be; vy meady labeled with the snantaf 's 1090 invMINg the manufacturer's name acid the Dade Lo •f)i fm=4t2&times. . . Couaty go, in order to:dead . . . .... .... • lido ront, PE,Sr. Product Controi E%', Product'Comoi Division Hughes Manufacturing Inc - ' ACCCrWCENO'97-OZD5.0: APPROVED JVL - EXPMES = NOTICE OF ACCETAJM;SPECIFIC CONDITIONS - Product Joist Dimes Rasher Drsiga Lo: Code Sizc W B A M �. Joist Dawn Ui _ EHUH Z6` 2x6 l 3k" 20-i6d • 10 10dx 1.5" 2385 IA EHUH 26N' a x 6 3 " 249 104mah 3160 17: EHUHZB - 2x8 . 1 J�" 7y: 3 " 2946d 1440dzLr 3470 184 EHUH ZSN` 2x8 1!i TI: 33�" Z8-1'Ii1lZOA 14-i�NZOA 4620 ZSl EHUH Z10• 2 x !0 i!a" 9!0 " 3Zd6d 16•i0dz 13" 3963 Zi 1 EHUH 210N' 2z 10 Ili y%: W n4e=A I&MMA '4700 _ EHiJH Z6:Z •(Z)ZX 6 314" S t 3V ZZ46d - 1140d - 2875 -169 EHUH,Z6-Z1V - Z x 6 31 : 3W*1� 3h" l l-I1N?.QA 3ZBS 7.19 - ' EHUH Z8-Z_ {Z)Z�x 8 3 �" 1�" 335" 3?r1 14-104 4185 . 21S FHUH 234N.. -(Z)Zx8 3011- !��' 336" 324020A 1445 N5OA 4775 - J E HUHW3 (3)ax 8 S l4" =6 K" 336" 404fd - 1640d - 3190 EHUH.2&3N- (3)Z x 8 1 6 61#a" 3W q�.s 16�HNZOA 5335 EHUi�210-2 •(Z)Z x i0 T/i li - 3h" 4646d 1640d 5190 264 HHUHZ10-ZN (2)2z 10 V it - 3y1" 40-HNZOA 1649mm 5335 Z85 EHUH 46 4 x 6 3716 1i' Wr ZZr46d 12=10d 2875 O EHUH 46N_ • 4 x£ 3 J;a' 516 , 3 " ZZ*HNZOA .11-HNMA 3285 219 EHUH 49- - 4%S 3 " lg i6d - 14-404 41SS 415 EHUH 489 4 x S 374' _7V ' 33�s" n4fNZOA 14- 141 4775 479 EHUH 410 4z 10 3h" -40-i6d 1640d Sim t _EHUH 41 ON 14xIO 3 ,�" 9!1" 3h" 40- 120A 1&MMA 5335 285 Note: - 1 Peron offasteurr is headeris r for i6_d 1'/." for M25A: 2) - Pertcaidwof in joistis IDT. : : .....• .. . .. . .... .... . . .... ...... . . .. . ...... . ...... .... . . . . .... ..... lido Font, PL.Sr. Product Canaoi E, product Control Division • S �:• 0 .a. Rueh�tNsantaetnrint.tan ACCEg!'AKCSNo :97-10=M — APPROVED ;�•Z )�! F�CPtRFS B L Z j NOTICE OF ACCEPTANCZSTAMWW COMMOM 1. Renowai of this Acceptance(appmm4 sbsff be c=idemdaRera:Pon bat b=f c d ad the oriel SW=hmd docurtmatasion,Wad doc�;.macro oidardm eight(8)Years Z � Y1ididla nma��YY, 1�of Statcca=Acrcptance. ',orasiflystatedint6esp:xeiotss 3- Re=wakoj,"Ac=p=cL-wM=Kbecmw&mda Q Them bu b ea a iasbes0wkpbg oft Fcdudwdft; not is cmapifil wahthe laded b) Thcprof=#no toagctueseme Obcd=Qn ihaaae iy o) 1ltWAc=pmaCehofdwhssaot whailtimsec nnfsbis mela�g s ios:aAatfoa oftlte d) Mw whoad& ilY *edaodsuW*s:eafed*mmm g**' y is To pro • 4. Mymvmimc cbnpintie me mdlortamo6taemes�t lts�pt+odnetorpeoorsttdOit Yom' tt tittadoaoltttisAt oM �t�mamappeovaihubem:ogtmoed( ma81�ofa a with appropriate lice)ttndgcamedbrti 4 _ _ Any ofthe fellowiogsimilalm begs ofd& s) p�oaaf> -s�odaesar� i• The iVotitxof t:taecf mmdtee cf� Mrstdu adm I I Ym Ada z-Tdwv *Uwb�Comtty.FAft,=iiMbvmdbyti:e bedhpiayedla 1f=YFF IN aaftbefiodeeafAampmmait thmitsImilbedcaI entirLty. T. A copy aftbk =w4flu PF-1 dmwhW=ciaiw:io .v�dweeit Aa9 bvpv#ded =wbythe crict sad-,AMbe artltajobsuestandmes ism now not res=f the repscs. _ L l aiIure to c=gdy with my mcdm ON&Aacpmdmg beaaase forte and ramul dA=q=m 9. Tbis Acceptaatr a p q=42,2(a) Z(c)=d tha iaa WW 1 items lO, 11 & IZlisted behmadyapplytogkmd - l0. vntess gmdru dy its io theA=q=cct thisuoit is appym I siagie smic • For t ittstsitatioa of this us&.asep=rateAacepmu formuiQont isttspdewd tlmn the prtblaa�oa . 0000 I t. 'thug of fauatet:atwatdov�itstdibest iadlased is Session 4 ofihis Not�t�,A •��t Atsteners is nit ositer pain of tha frame slssil be at ittdlaud in$boa 4 of tlds�do��ee of A but is no c exceed 24"on c=w. Mw fast farness•shag be Ioc=I nta ie�m of6"�ionm ��!or stiff Fastener shall fully p me mte sae bud:,w"shd be the saute size ms the• vrithalte vssiL No"bd or p shields or pins shall be used for •..• ' . 0000.. Hardtvam for ail windows mid doors sbd cauom to Sresiry md Fa=d Florida Building �� • Fs{tfY.P, i.. a: b�$£the Sc 0 000 0 • 0 � 0000. . C.•mdido rota.FE.Sr.Froduat c=tmi F- P hwm Cosstroi Division END OFTHIS ACCEPTANCE -I- Rnxbcs btannficftrimm Inc ACCEPTANT • APPROVED EXPUM • - NOTICE OF ACCEPTANCE: SPECMC CONDI'T'IONS _ 5.0 EVIDENCE StmairrED: Laboratory - Test Datr. Signs PT. Iu=#M-0907- ASTM D-1761 I0107 & - CRC PT.Iac.#96-0904. AMU D-1761 09130196 CRC FT.Inc.096-0903. ASTM D-1761 1 1106196 CR C Iac.#96-09aZ AS'TM D-1761 11105196- Me - PT,rj= #96-1009A AM I)4761 =01129197 CR e _ Pi',I=#96-1015: AMU D#761 M104197. CRC Draw & C liallatfons ages lac to 27 1211996 TF Di Hugh= - 1= ''1 to 15• _ 12115196 '�D� �ftf=1Vtaauf=rhlg, Tau. 1 m 24' �1Z8146 •tF Di r • •••• • • - - • • • • • • • • • •••• •••••• •••••• •••• • • •••• of • • C=dido Font, M Sr. Product Can Fred=Canuoi Division Hughes Mani facturiag, Inc ACCEPIMMS NO:97-02010 AL . — APPROVED r EXPIRES = X11 NOTICE OF ACCEPTANCE:SFECMC CONDITIONS Product Joist Difte sioas Fmmme:s Desip Loads Code SEC A 8 H j3VIA" Hcadcr .� Md Md 20d I00% IIpER 100% UH Z4' Z x 4 - 3" t" 31: 4 2 580 -- 700 UH 26 Z x 6 3"" 1" 5�/." 8 3 1160 7M 1400 UH 38 2 x 8 3" t" -W lZ 4 1740 733 ?.100 UHZ!ORlZ Zx I0112 3" 1" 9y: t6 S 1= 900 UH 246 (212 x 6 .3" 1' 4W 3 S'/: 8 3 1160 — 1400 UH Z•Z8 (2)Z x 8 3" 1" 6h" -3 se 5Y." 12 4 .1740 ?75 2100 UH 2-210 (Z)2z 10 3" l" 8J6" 3 j SJ: 16 5 2320 965 2800 UH 36 3 x.6 3"' -t" 4Ya" O 4J: 8 3• U(G — 1400 UH 38 3 x 8- 3" ' 1" 4%" 1 iZ 4 1740 14.3 2.100 UH 3 I O131Z 3 x 10112 3" l" 8!: a 4VY." t6 5 ?3Z0 965 2800 UH 46 4 x 6 3" t" 5%. 31,117 5'Yi" 10 3 11450 — 1750 UH 48 4 x 8 3" l" 71W I 5y." 14 4 12030 775 2450 UH 3-210 (3)2z 10 3" .1" 116" 41i 61i 18 6- 1261-0-1-1160 3150 Noses 1) Nailt ass joistsWw to 1=3camp to tnddv damBb bosh Fi mEtmsddmeham 2) _Pumrj m off-mcia fi=dw=djdumI box-Tar Idd na&=d2-318 tbr20daaHs. 1.3 Extri f f mw- 1crs 14 m . . . . .. . .... .... • . •••• . • 00 00000* •�o O •�' • . .... ...... .... •. • • e , .... ...... ...... .... . . .... .... . . c • Candido ront. m Sr. Product Contra' BEST 'RUSS 7035 S.W.44 ST..MIAMI. FL, COMPANY, INC. (305)657-8797 Vv E L C7 t 0 •9 T E E L 1u C7� Fy 3 ca,,r s,. IA'i7P. 1 1 o eaJ � 0.2113 � a^ Ia 1 31IV r"/o 1 1 �3- �G 1H NOL� rOP ;Ld H.4NGdX J - m I n I � I tp 9�/G/N 5G7 MOLE d _ �I•v 0 Lb on+�Y I T141 el I (3 EA, rr g.% :4 z i 4 Y. can Q /V-O CD IHANG2rR) 6--.:.i-7;A (Ali N° ¢(HAN6 c.2J c LEi�.4 T/OX��EfNdre� v ,, eLE V,4 T/O u G C 7-r Fl) a x O O i a I � � . . . .... .. . o 3 Z4 3 _ 592 /b....Np a ao ...... .... ...... .... .... . . v d. 6 H NcEA ,vo ¢ 9I/G O &" Nob (NANG�r� N" rd 10490 Ib �. _ . E'_EVATton/ n/o g /2GOa l6 MtAMf.OI►� AMC . MLlM1-D:iDj'Ct;C 'Yn.F MEIM-DADS FLAGLER gt BUILDING CODE COMPLIANCE METRO-DADE FLAGLER el PRODUCT 140 WEST R.AGLER STREET. SU CONTROL NOrl~cE OF ACCEPTANCE (303)MIAMI.FLORIDA 3 3 SOUthtastern Metals Manufacturing Co., Inc. ) 11801 Industry Drive ---_— CONTRACTOR LICENSING Sl Jacksonville (305)373-3337 FAX(305) �� 3`ZZb CONTRACTOR ENFORCEMENT SE Your application for Product Approval of. (303)375-3966 FAX(305)3 Truss 11011ger 8c Straps PRODUCT CONTROL DI` under Chapter 8 of the Code of Miami-Dade Count governing s7s•z9� FAX(cos)a' Construction, and completely described herein,has been er cing the use ofA(temate Materials and T County Building Code Compliance Ol�ce , ommended for acceptance by the Miami p (P CCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below.Product or material at anytilne from a jobsite or manufacturer's lent f BCCO reserves the right If this product or material fads to perform it the a testing. to set P quality control testing. the use of such product or material ' approved manner, BCCO may revoke,modify, or su, determined BCCOiedtate�y, BCCO reserves the right to revoke this approval, if Code. thm this product or materitll fails to meet the requirements of the Souch Florida Bu The expense of such testing will be incurred by the manufacturer. Acceptance NO.:98-1016.06 Expires:01/I1/2002 Raul Rodriguez THIS IS THE COVEI�SHEET,SEE gI)DITIQl1T,t, Chief Product Contro: Di L rAGES FOR SPECIFIC AND CEN£Rr CONDITIONS BUILDING CODE & .PRODUCT REVIEW COMMITTEE This application for Product Approval has bet:n reviewed by the BCC and Product Review Committee to be used in Dade County, Florida w and approved by the Building C . der the conditions set forth abov ...... , , . . ..•. •♦ tar;;Mft4 . Quintcna, R.A. :•. : Director • Approved:04/15/1999 I °f •' Miarlf--'Oade C BuildiO�Code CoR�Jiance Internet moil addm=; postmaster®Suiid)RCcodeoellne.com li • omepaee: EttptJJwww.buildtnecodronline.eom -- _ TM FOR TECHNICAL INFORMATION; 1 800 SE SPECS' ,'--I' Souteas em Metats Manufadkg Company Inc. 1.800-737-7327 HEAVY DUTY TRUSS HANGER N ��nl Rtzoo�L► coaT2�� Design Features: • Full 3'seat for higher loads and longer truss spans. App -*Q?_-Ip%b.D b • Wider header flanges for easier nailing using standard nails. _ Materials: 16- 12 gauge galvanized steel DIMENSIONS SCHEDULE ALLOWABLE LOADS - SCHEDULE M SIZE CODE GAUGE FLOOR ROOF WINDI PER S CODE W H D HEADER JOIST DESIGN DESIGN EARTHQUAKE CTN LOAD LOAD UPLIFT UPLIFT 100% 125% 133% 160% 2x6 j THDS26 16 1518 5118 3 16-16d 14-10mA 112 2335 2490 1285 1285 40 W . o 2x8 THDS28• 16 1518 7 3 29.16d 20-10W 112 4090 5110 2450 2450 30 THDS 2x10 THDS210 16 1 518 9 3 38.16d 26.10dx/1R 5550 6935 3180 3180 20 1. 1314x9112-14 THDS1795 16 1718 8718 3 38-t6d 26-IOdx1112 5550 6935 3180 3180 20 — ti 2x6(2) THDS26D 14 3118 4318 3 18-16d 14-104 2645 3310 2275 2730 10 zy product. 2x8(2) THDS28D 14 311 6114 3 M16d' &10d . 4115 5145 3255 3550 10 `AW►aN1 2x10(2) THDS210D 14 311 8114 3 38.164 26-10d 5585 6985 3550 3550 10 4x6 THOS46 14 351 411 3 18.16d 14-10d 2645 3310 2275 2730 10 4x8 THDS48 14 351 6 3 28-16d 20-10d 4115 5145 3255 3550 1 10 4x10 THDS410 14 351 E 314 3 38.16d 28.104 5585 6985 3550 3550 10 2x6(2) THOH26.2 12 37116 5 114 3 20.164 8164 3735 4870 1250 1500 10 _7 2x8(2) THDH28-2 12 37116 7 3 36.16d 10.16d 6210 7765 1 1560 1870 2x10(2) THDH210.2 1 12 3 7116 9 3 46.16d 12.16d 7645 9255 1870 2245 10 4x8 THDH46 12 351 5114 3 20-116d 8.164 3735 4670 1250 1500 10 4x8 THOH48 12 13518 1611till, 3 36-164 10.16d 6210 7765 1560 1870 10 4x10 THDH4 10 12 3548 87116 1 3 46.16d 12-16d 7845 9605 1870 2245 1 10 FOOTNOTES: Use all specified tasteners in schedule to achieve values indicated. INSTALLATION: Load values at-3 based on trusses. SEE GENERAL NOTES: 1,2,3,4,5,6,7,8,9,10,12 CODE COMPLIANCE: Engineers seated approval available upon request Submitted for a National Evaluation Report (NcA#PenOing). STRAP TRUSS HANGER Z,T 2. Design Features: • This multi-purpose truss hanger design bends to fit a variety of configurations including overhang or face mount installations. SHP Materials: 18- 16 gauge galvanized steel DIMENSIONS FASTENER ALLOWABLE LOADS SCHEDULE SIZE PRODUCT GAUGE FLOOR ROOF WIND/ PER H CODE DESIGN DESIGN EARTHQUAKE CTN W H BS HEADER JOIST LOAD LOAD UPLIFT UPLIFT w 100% 125% 133% 160% • •` - 2X SHP29 18 19116 9112 2112 &16d 6-10d 2715 2715 755 75%• e5Q ! r £ •0 2X MSHS29 18 1518 9 2 14-16d 10-10d 2045 2555 1375 1651 :5D `•�'0"`�'•r ~; , 2X MSHS213 18 1 518 13 2 14.16d 10.10d 1 2045 2555 1375 1654 25 ...• • • 2X MSHS218 18 15/8 18 2 16-16d 10.104 2335 2920 1375 IM, 25� Ta9•• �!•••�SHS - •- 2X MSHS222 18 115/81 22 MOUNrf 2 22-16d 10-10d 1 3210 3500 1375 1654 •2� •e•e__ 2X(2) MSHS218-2 16 3118 181/4 2 1 16-16d 10-104 1 2335 2920 1625 1750• •25 o••••o - ,f( ;' •, 2X(2) MSHS222-2 16 31/8 22 114 2 22-16d 10•10d, 3210 3500 1625 1754 2% e • 4X MSHS413 16 3 518 13 2 14-16d 10-10d I 2045 2555 1 1625 1750 25 • ;e e e•; 4X MSHS418 16 3 518 18 2 16-16d 10.104 2335 2920 1625 1750 e •4 �_.p•• 4X MSHS422 1 16 35/8 22 2 22-16d 10-lOd 3210 3500 1625 175 29 __��,'"• -, •• •• Loads values are based On tusses. sees •e• I i i FOOTNOTE' �, � ,..:• INSTALLATION: Use all specified fasteners in schedule to achieve values indicated, VACE `- Strap may be field-formed over the header a minimum of 11/2',for top mount. MOUNT ! ,1 Altemate fastening schedule available upon reouest SEE GENERAL NOTES: 1,2,3,4,5,6,10 ___ .1 CODE COMPLIANCE: S.B.C.C.I. foes National 9320, tlo Report DE CO PNTY REPORT�-MOA,Submitted 45 southeastern Met.ls M Co__ me ACCEPTANCE NO: .1016.0 APPROVED : APR 15 EXPIRES 01411201 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1 SCOPE 1.1 This renews and revises the Notice ofAcreptance No.95-0818.15 that was issued on 01/11196. wood connectors;as described in Section 7 It apps Florida Building Code(SFBC), 1944 Edition for cc,County. For the locations where eceptattcc,designed to comply with the as determined by SFBC Chapter 23,do not exceed the design load indicated in the approved drawin s. the act' 1• PRODUCT DESCRIPTION !? 2.1 The Semco Wood Connectors shall be fabricated and used in strict compliance with the following Drawing No.95-0818.15,titled"Truss Hanger and Stma s o lowing doc. dated 11/17/98,with no revisions,sheet 1 , p prepared by Southeastern Metals Mfg.Co., 2 of 2. The drawings shall bear the Miami-Dade County Pr Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dad Control Division. These documents shall hereinafter be referred to as the approved drawings. e P 2. LIMITATIONS 8 2•1 Allowable loads are for Southern Yellow Pine with a s ecific • Z 2 less. gravity of Q.�j.and moisture+conret01 4i 9'. • Allowable loads ••••»• • ' are based •••• • on testing per A.STM D 176 and calculatioN ' ' `"s •� " wood construction 1991 Ier•Nat,on$ri�ign S • Edition. {lkciticatir .. . ... .... . 3• INSTALLATION • ,,••��%•' '; •• The wood Bonne •• 066 • connectors shall be installed in strict compliance with thg app9*vd drnIWdgs.. 4• LABELING • 5.1 Each w ...•. .. • nod connector shall bear a 0:00000 Permanent label with the manuf '�� I' '' � following statement:"Miami-Dade dturer ;na4*oP 18 o,•ci sta" ami-Dade County Product Control Approved • g.00000� .�rtd ih .... •• • 5• BUILDING PERNII'I' •••f •••• • ....... . . . 6.1 ....w • ...• �..• . w... Application for Building Permit shatl be a• ' 6.1.1 �mpanied by copies oftbe foiretvi • This Notice of Acceptance .... . :9060 6.1.2 Duplicate copies of the approved c,rawings as identified in Section 2 of this Notice oP'Acce•lanc clearly marked ro show the hangers and angles selected for the proposed installation, p e 6.13 Any other document required by the Building Official or the SFBC in order to properly eva( installation of these products. evaluate th Candido Font, PE, Sr. Product Control Examir 2 of 3 Product Control Division uthesstern M cal tti"a r+„ In r.. c- ACCE AriCE No.: APPROVED :Al •_ NO't7CE OF ACC'rp�ANCE STANDARD CONDITIONS . 1. Renewal ofthis Acceptance a submitted locum (approval)shad be wnsidered after a renewal emation, including test supporting��engineering documents ace no older than Z- Any and all approved products shall be following statement "Miami-Dade Cau ty Pm ntly labeled with the manufactunes name,city,sta condiiidns of this Acceptance, od�Control Approved", or as specifically stated in 3• Renewals of Acceptance will not be a) Then has been a change in the South Flom 8 Building Code affectin the evaluation is not in compliance with the rode ban, $ of this product b) The product is no longer the sarne product i e) If the Acceptance holder has rtot tom tied(identical)as the one Originally approves installation of the product; wizh all the requirements of this accr including tl;r v) The engineer who originally prepared,st ed Practicing the engineering profession, and sealed the required documemztion inilialjy sy+,itnit ft so• Any revision or than :*Gem: * • • ge in rite material » 0 • •••% •• '•• cause for tecthhittatian ofthis Aece s' l ss pri manufatn�OFS6 Oro�1a Or••r�flail atitat revision application with appropriate unless prior written approiral had betg}eq d( �ctigh d Propriate fa)and granted by this oirce ;• 4 •• •• Any of the following shall •• ••; •••• • also be grounds for r ce: . :••• 9969:6 n) I:nsstisfacra ••• • cY l?e!'forhnnrtce Of removal Of this Accepsan ..•.•• • •••••• • b) Misuse of this Acceprartce as an u °duct or Process. endorsement of any Product, fog salea•ad�ersSin��6• Th e Notice o ••a•�•, •.au • of Acceptance number 009000 » • expiration date may Preceded by the words Miami=Dada Gott •••r n •• •••••• • y in displayed in advertising liter rura• Iran Yporiigp of the XQti;* er; then it shz11 be done in-its entirety. 7. A copy of this Acceptance as well 00 0.0 • • Me user by the manuf as appraved drawings and other documents, where it Aiji`sea;shall t engineer need not resew at its and shall be available for inspection at the job site at all 8• FalIure to comply with any section of this Acceptance shall be cause for termination 9. and removal of Ac This Notice afAccepmnce consists of pages 1.Z and this last page 3. Candido Font,PF�Sr,Product Contro END OF THIS ACCEPTAIVCEod trot Division 3o(3 •••O..•'••• • eg•os soe 0*00 ofol 0 s• •• 0 D V p •rty i. w+ww. (TrHp9j .. •'r s•• • •o . • • •10 'r • •e s s 1n 1(11n 1 Do V u ' 0 •. • ' cli 0 Henw nbTY TRUSS N dNOER to ••trr ' • We Lanes . on e ' • • 2 W V NI IY•eM Jetq ••woe t>� e.•S e•e. • ••{ • off#i • :s.• • 3AP {UIS HIM C BR o o O 3 z [die• r+twslw rgotwte.w ptwettts lovers N 1L1;N t Y Mr X{ IrMt 1708 , I tt•w,n•tees►tie new r r rtatr t tart tee torts •t .1 +woe 1 n ttatsees 10• • tr.++...tr.e•r ftwetbr•••y r r•-t� Rs? CENERAI. NOTES t t� G•o• ))'I. dr rg..w.el ova mdrntN M 14tY M ��t� f �ui1 rrf..iAir�r,� ry�fT7, !� redwn en Me.id gsstw•tr ttN ru At1Y �Me;1�n f rwerw min•g17 gr yU p.gib•.NN of 000—W Mw as e•wg NW.L fame�ror•.w ii g ti.bi•►'wWg w, Ojuw~io Mt.Nr pM k°gr•.e•�o�"�.`••Mawr netts is lwiMOt•/lrpb o�4r�0o MNtw N Z,$ � ~mow Ittb erg In.•I F MsC.ot1 to !>:wlt•assg tint�OG•w♦ 'Mi t.a.�i:y„cww+b.tar.for t� � .' M•etl•r W "at•g+tH•r/Y.n•ryeti+r.h•&SM P i1i1. • ••�••01Nr i�[rgli i U 4 gooro�Ir.�gCa• l�fltr.(D AS •tlltllTllC*11M t�L !'A7M witial cps !t tTCl7tti c gun ensat__-- `rVrittg •1 Wat4:t lT� tWl�dx�'l 01� `tors.. ,or2 aetn,ret tm 4 t-lot .. ...� 1 . 4 S-VAS STANDARD ROOF VALLEY DETAIL pRFpARM BY WA%0 I J 44 2x3 (ty45x6s ee note (a SUPPORII Strop ® 48" �ussES o.c. see note (c) below 3x (typ) 3x6 spl. (tyF Supporting trusses at 2'-0" o.c. max - - -- -- NOTES: VAUXY 'M'USSES J (a) Provide continuous bracing on verticals 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 r 8;1 PARTIAL ROOF LAYOUT — Ors- trusses-wXespans ovee� ' "0 •the vertical slioutti be•sli3lr1d•et 6 (c) Conn. for. wind upl ift.,#��rn;n: 1 •1�l4.; 16 ga. twKt jtrpp:;t-V-0n iew eraals w,'4, 10d 'n6ilk--eoaih�stcle•of•l;tra�p;.... 12 Max 120 giph•wind •spop., .-.4:.R1ax pitch wall height,(vA;� ;;I•I{��3'�• •;•• Supporting Truss 4 to 7 •• ` •• •"'•• N Valley trusses at 2—0 O.C. mt:x. ••••••• • • • •...w 0 .... �.+. . N••••• Note:Plywood sheathing may _be extended below vaUeY 6" wedge nailed to truss w/2-8d toe nails trusses• Conn opening for straps to conn.�t to trusses or bevel cut bottom chord of valley truss. below. }. yv�a-�� RPM 4130/96` JA� MINIMUM GRADE OF LUMBER TPI-92 Crit. r�c� ' �.�.t }-r Ot% KTIF CR T.C. 2x4 No. 2ND 19 SP 5FBG No. 2ND 19 SP Revised: . *.?�~ B.C. 2X4 Webs 2X4 No. 3 19 SP 7/7/94 0 o E-i OG',� v>'•;' r z IF 4 STATE C C}I.� !7 s.4. ' � • �. \ O�all LOADING (PS 4 STIR. INCR.: 337 Tw +' w°�`�> '��G7 7�,T�o e TOP L t5 DRAWN BY: P.G. _ t'Rt0 r TAN D AR D PIGGY- BACK CON N ECTI ON G ETAI PREPARED 9Y UM PLYWOOD GUSSETS OR NAIL—ON—PLATES (TYP) (SEE NOTES BELOW) PIGGYBACK CONTINUOUS LATERAL TRUSS BRACE (TYP) SUPPORTING TRUSS M to • • • •••ti • • 00 4000.0 9 M • • '� • ,e • • •• •w9 • •• • 000% • •000 ee 0 •• • 00 • r 0000 •s• • • 0000 • �• •9••Si•9•• ••••�• • 0000•• • 0000•• • 0000 • • • • 0000 • .•• 1 •0 0 ••000.6 0• % • • • • • • • • • 0960; 90 6••6 NOTES: (1). Refer to seperate piggyback and base truss engineering fop trruss•`?A•• �{cro--10p � plating, lumber grades, bracing, etc. "':0.00 ":" : (2). Use 2x4 continuous bracing at 2'-0" o.c. connected to top•ctlrord of•spportirng j�6s w/2-16d nails. Bracing to be tied to fixed point at each end. 00.000 (3). Use 3x8. 20 gage nail—on—plates w/6-1 1/2" long, 11 gage nails, 3 nails in each cho 1/2"x6"x8" ext. type plywood gussets on each face, at 4'-0" o.c.,_.ndiied"W/8,--8d nail, on each face (4 Waits in each chord). .°>°°4 •'ro+ asa. (4). This drawing applies to trusses spaced at 24" o.c. .• ,AT�=��, (5). Designed for windspeeds up to 100 mph CAD 10 wall height. "' cc : � .. LAJ � h �, A h MINIMUM GRADE OF LUMBER TPI-92 Crit. T.C. 2X4 No. 2ND 19 SP SSSC-91 No.36205 B.C. 2X4 No. 2ND 19 SP Revised: TA Webs 2X4 No. 3 19 SP 7/7/94 © o E= LOADING L (P5FJ STR. INCR.: 33 `RED TOP 30 15 DRAWN BY: P.G. BOTTOM 0 10 CHECKED BY: J.A.I. T Industri SPACING:24 In O.C. REP. STRESS•YES MiTek Industries Inc. Approved,J( (i .._ r MAXIMUM OVERHANGS. �s 3 LET =M m ov win•1ot1r . . 4DV9;56M •• _ • • • • • • • •••• •••••• • :0000• :I:.' ••••• WAGE N!- - W P W 5m:Kj •• •2 P!P%SM%Rl•.111: I.IJM9ffi 3X4 2108 �} �.•. . .•. No.3ND 19 Sr 2-8-3 3-M-11 • ,r$-3 •• :•: 4-Z ••. _ NMZ 19 Sr 269-15 +4-ii 4-#x31 •••• NCLM -19 SP 9-7 • •• •• 49112 S 0000• Na1NO 19 SP 3-8-2 4-4-H •.' -0 ... '1-5-{$ Nai 19-SP 3-1-11 9-7-i5 3-0-Q 4��f3 Nato 19 W - 34-0 1-5-18 3-1-8 -4.1? 5 Noss 19 SP 3-2-4 5-C•Q 3.p•p 4-4-13 Ss L9 SP 34-0 OSS ,, i9 SP „ �•".. ., " 3-3-11 5-Z•� 4-ta5 �., 46 (ASM-7I" , 110 MP14 WUPO Q � CAT C,� �!"iln'�.L�4C L MINIMUM CRA01= OF LUM1� D�L�I�Zgp QQ� `• '� ' fl T.C. 2X4 NMZM 1s S1' TK-92 c -it. ��: •` ••+. . °'�` �/ _ 8•C, 2X4 Nei= 19 51z �,• r'r w. O tC 5C-9i�" Z �° R c 't-; i�0.3BZO5 Webs ZX4 No3 19 S1' � � �'� QQ• . s-u STANDARD LATER CII,NG AL WEB BRA mmmm BY mu TRUSSES ® 24" O.C. TYP.� . 1x4 or 2x3 LATERAL BRA( PER TRUSS DESIGN WITH NAILS PER WEB FOR FORC UP TO 4600 lbs. FORCES EXCESS OF 4600 lbs. REG 2x6 #3 OR BETTER. NOTE PROVIDE X—BRACING AT 20'-0 INTERVALS FOR WEB FORCES U TO 2509 lb& AND AT 10'-0" 1 FORCE GREATER THAN 2509 lb END OF BRACING MEM. , SHALL CONNECTED PONTRX 3R CED AS N07M LATERAL Bp. - CInp TAI ON THIS DETAIL ' ' ' s s • ALT. LATERAL BRACING DETAIL 0 • • 7�- .% •. •TRUSSES 0 24" �. r•..• •...• O.C. TYP. `� '••i,'11RACE:SAME Sl go: , , NO GRA9EAS w T—BRACE WITH wE8'' x6 10d NAILS ® 6" ,.... ••• O.C. TYP. .••• ••0••• • 0 • • R. A /r—M f"`r:/-%T1 /1.A t VVtID brfU I I111V Ut i HI o o NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. ••\cJ ;: f THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. ` ' ' aW • ' ��, �.-�,�"Gh /,pro MINIMUM GRADE OF LUMBER TPi-92 Crit. B.C. REFER TO SEPERATE �OtlFic,�� ENGINEERING DWG. Revised: a Webs 7/7/94 TV nr LOADING (PSi STR. INCR.: ULi Iff e GFIS MANUFACTURING,INC. Wood To Wood 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. • Heavy 12 gauge galvanized steel, 5" seat bearing LEFT RIGHT • NER-532 H• •a e!• _ • • • • • • S7/8' •• • •••• • _INS- Fastenem PupfJeck combk,ea-llesf8ri ilbs) R1pJTu4 . 4Jc401 Product Description Material Dimensions Girder/ Jack Hlp Norm now Roof VtlbN V;ad Uplift IR Upff t Uplift Code H Header Truss Truss 1 115% 125% 13396 1;0% 1 jerm HTHJ 24-18 Hip/Jack Hanger 18 a 3" 10-10 d 3-10; 5-10d 1210 1395 1515 ;610••150 32 HTHJ 26-1 Hip/Jack Hanger 18 a 5" 16-16d 5-16d 7-10d 2320 2670 2900 30 • 5 680 80 HTHJ 26-12 Hip/Jack Hanger 12 a 5" 16-16d 5-16d 7-16d 2435 2800 3040 9 5 785 40. HTHJ 28-12 Hip/Jack Hanger 12 a 7" 20-16d 6.16d 8-16d 3040 3500 3800 4045 4525 9 113b TRUSS HIP & JACK CONNECTORS (HEAVY) •••• •rf•• •N•"' ....» Material - 7 gauge (3/16") H. R. Steel �,n • •••• ••• • • Specify right or left • f • HJ H26UR used with 2X6 Bottom Chord •••• :0***: and minimum (2) ply member .••••• • • HJH28UR used with 2X8 Bottom Chord '• •• and minimum (2) ply member ••• •• • NER-532 • SBCCI PST & ESI No. 94139 • Dade County Approval No. 97-0805.03 i / 1 �l Fasteners - Both Combined-Design Loads Qbs) Product Dimensions Code Description Header Pleader Hip Jack Normal Snow Roof Wlnd Wind Uplfft Uplift H Bolts Truss Truss '1000/9 11596 125%1133% 1609'• 133% 160% HJH 26UR Hip/Jack Hanger 2X6 5-1/4" 12-16d None 7-16d 8-16d 2100 2415 2625A2795 3360 12220 2220 Right or Left 12-16d (2)314"Dia 7-16d 8-16d 3335 3835 4180 4380 15300 80 2220 2220 HJH 28UR Hip/Jack Hanger 2X6 7-1/4" 16-16d None 7-16d 8-16d 2800 3220 3500 3725 80 2220 "22200 Right or Left 16-16d (2)3/4"Dial 7-16d 8-16d 4035 4640 504-515300 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. -CHESI U 6 MAIMUFACTURING, ME 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 67� Skewed Angles Joist Measured from 0' Line 45* 225 0. 16d Nails Fasteners Design Loads(lbs) Product Qty/ Wgt/ Dimensions Code Joist Size Box Box Girded Truss/ Normal Snow Roof Wind Wind Uplift Uplift A B H W Header Joist 100% 115% 125% 1339'• 16096 133% 1610% � UH 24 UR 2X4 1 1 3' 1' 3-1/4" 1-5/8' 4-164 2-16d 580 670 7 5. 1x70 770 360 0 • UH 26 UR 2X6 1 1 3' 1' 5-1/4' 1-5/8" 4-16d 2-16d 1160 1335 1()50 1440 15W 'Z20 72CT ' UH 28 UR 2X8 1 1 3' 1' 7-1/4' 1-5/8' 8-16d 3-16d 1740 1865 18 865 18 735 20d Nails ' Fasteners Design dads(ibs ••• •• Dimensions = ••• ' Product Joist Size �/ Box Girded Truss/ Normal 1115%Snow � 1ind Vgfia Uplift UAA9t A 8 H W Header Joist 100% Aft"IlWo 1611 N33% Ulf- UH 24 UR 2X4 1 1 3' 1' 3-1/4-11-5/8' 4-20d 2-20d 700 1805 815 930 9 ,,5 5 UH 26 UR 2X6 1 1 3" 1' 5-1/4' 1-5/8" 4-20d 2-20d 1400 1610 1 ) 0 1980 �$5 285 UH 28 UR 2X8 1 1 3711' 7-1/4` 1-5/8' 8-20d 3-20d 2100 2415 2 5 0 2660 v 110 *1110 .... ♦... •.•.•Y do TRUSS/JOIST HANGERS, TUH-TYPE • Featuring Load Share Fastening System • • Develops full trussroist capacity ....0 ' • 16 gauge galvanized steel 0 •••• • • Engineered and Tested • H • • 3" W Fasteners Design Loads(ibs) Product e Joist Size Box Dimensions Girder/ Tn�/ Normal Snow Roof Uplift W H Header Joist 100% 115%1125%11600/o TUH 26 2X6 50 1-9/16" 5-5116" (16)16d (8)16d 3500 3500 3500 2000 TUH 28 2X8 25 1 1-9/16" 7-1/16' (22) 16d (10)16d 3750 3750 3750 2420 TUH 26 2 2 2X6 25 3-1/8' 5-1/4' 16 16d 8 16d 3500 3500 3500 2000 TUH 28-2 (2)2X8 25 3-1/8' 7' (22)16d (10)16d 3750 3750 3750 2420 12 y UOH UL MANUFACTURING,INC. 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 2 err 00 0 H 16" • 9 W V009 ' Dimensions Fasteners. Detiga Lb ads pas; i Product t -Description - Box W H A Header Jc g4{' N®A41 1. upli ' EHUH 26 E.H. Conn. 2X6 25 1-5/8" 5-1/4" 3-1/2" 20-16d 10-10 1!1L2" 25AA. 19110 i EHUH 26N E.H. Conn.2X6 25 1-5/8" 5-1/4" 3-1/2" 20-HN20A 10-HNP.OA X9®8' • 1 . EHUH28 E.H. Conn. 2X8 25 1-5/8" 7-1/4" 3-1/2" 28-16d 1-4-1 OcONI 1* 39CCO 16§0 • EHUH 28-N E.H. Conn.2X8 25 1-5/8" 7-1/4" 3-1/2" 28-HN20A 14-HN A ' 4 b• 27 %*. EHUH 210 E.H. Conn.2X10 25 1-5/8" 9-1/4" 3-1/2" 32-16d 16-10d11-1/2" 39 10,, 13 . EHUH 210-N E.H. Conn.2X10 25 1-5/8" 9-1/4" 3-1/2" 32-HN20A 16-HN A 4A00' 30959 EHUH 26-2 E.H. Conn. 2-2X6 25 3-1/8" 5-3/8" 3-1/2" 22-16d 11-10d '. •• 2750' 15aO EHUH 26-2-N E.H. Conn. 2-2X6 25 3-1/8" 5-3/8" 3-1/2" 22-HN20A 11-HN26A 30600 2480 EHUH 28-2 E.H. Conn.2-2X8 25 3-1/8" 7-3/8" 3-1/2" 32-16d 14-10d ' 4000 20 EHUH 28-2-N E.H. Conn.2-2X8 25 3-1/8" 7-3/8" 3-1/2" 32-HN20A 14-HN20A 4 3150 EHUH 28-3-N E.H. Conn.3-2X8 1 5-1/8" 6-13/16" 3-1/2" 40-HN20A 16-HN2(1A 6015 3600'' EHUH 210-2 E.H. Conn. 2-2X10 25 3-1/8" 9-3/8" 3-1/2" 1 40-16d 16-1Od 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 E.H. Conn.4X6 25 3-9/16" 5-1/8" 3-1/2" 22-HN20A 11-HN20A 3150 2475 . EHUH 48 E.H. Conn.4X8 25 3-9/16" 7-1/8" 3-1/2" 1 32-16d 14-10d 4000 2000 EHUH 48-N E.H. Conn.4X8 25 3-9/16" 7-1/8" 3-1/2" 32-HN20A 14-HN20A 4580 3150 EHUH 410 1 E.H. Conn. 4X10 25 3-9/16" 9-1/8" 3-1/2" 40-16d 16-10d 5000 2290 EHUH 410-N I E.H. Conn.4X10 25 3-9/16"19-1/8" 3-1/2" 40-HN20A 11 6-HN20A 6015 3600 Notes: 1.HN20A nails are 20d Annular Ring(0.192"Dia X 1-3/4"long)bright finish 2.Allowable shear for HN20A nails is 174 Ibs with metal side plates 3.EHUH 28-3-N—12 ga Galvanized Steel 11 Rom i � lop (.t)f`jj GAA!6 AS jLbt is X0151-0DG E 7WsS Goukxclo - PW&- 0-5iA-MT 2- I 14 d 0300 AM" 0A fit�cAN8' ct.IPs °'Y8-4,4 PAus up- DAWAU ••• • •t� •.•• • •.• y?CAE aw Met • h • . •r • • •. •...: ra�b osz 12�6 oR _ «. • - off � ••• ••• EST Sr_l of L• • • _ _ .-- . :+•ts.� ._. . ... ... - - — COMPANY.INC. . I •• • • •' • • •' • r • • 1 i ,F.0-RM60OA-97 ��FI��Cy CODE FLORIDA ENERGY 11CTION i,,FOR BUILDING CO �M y9 Florida Department of Community Affairs ',• -� ;,�, Residential Whole Building Performance Method -- - HECTOR GARCIA ------------- M -- -C-— - --- Builder SOUTH MIAMI 1 Protect Name Ny: NTIBELLO 3 MODEL Permitting Off'(- Address hor' Permit Number City, State Jurisdiction Number Owner W,!CTOR GARCIA Climate Zone sppth -- - - --- -- t------ — Nc,v —12 Gn,lme I New c.owtructu,n or e';,Ming a Central lhnit SI.I R 10 00 t 2 Single tamik of multi-a,�lntlt Mule-tanul, _-- — I ` Number of unit~.it niW;famth 4 h WA 4 Number of Bedroom,, l No IS this a,�or,,t ca,,e'� c N'A -- 2159112 i 0 Conditioned tlooi area4 '1 7 Gla,,,,at ea K V, ,c l< } 352 lt= I l; Ileatmc s-,tcmti Cal 11 �1131u,ht a Clear-single pane tt_ �� a I-,lectnc Strip C(W 1 00 b Clear-double pane ; - • • 0 0 W c ))mother SCSI IGC- lglc pane • • 0 0 lr b N'A + • • d 1 inuothet SC.SI IGC- ;,uble pane 000000 •• 8 I loot ri pe~ ;3{ -- c N/A 0. • ••••e a Slab-On-Grade l.de ••c It .�latton • • ' • h N,A ?:p �I I l I lot water Sv,,ICni,, • • • •• ••I C �� • ap h('iT„allun c N�A � a I•ledric Re,,I,,tan�C *0•• • • I 1 0 89 — Wall ttpct � • • • • • �,G R_:I 2. 15780 it= � •• �••+•• ��••+,• a Concrcie. lilt Inutl I•�1�.`ior b N'A ' •I �c R-I10 2990W -_ ! • • h Itame Steel Adjacent=`R • • a c Comcnation ctedrtt •• • • (IIRlleatte ,�en Sulai • 0•9•••d N/A I •••• • )I I - dicated heat pump) + c N A • • • _ • +••+ I0 Ceding ripe,, t'' 15 IIVAC credit,, 0••••• 00669 t R=190 21590ti= -- • +••• • �• a Under Attic (CF-Ceding Ian CV-Gott\cnhi.otoil • 0 0 • p 0 0000 • 1, N A j III W holC hot,, c I,ut +..+ o o e o e NIA f,> p'l-progra nimble J het nn„tat 0 + I I I DUI[', 'M/;C Multv,unc�oolmg Sul, Unc Ret l Inc A 1 Interior Sup F'. (,It 57 0 it I MI.11-Mulitnune heating) b N,A �� ' I -_ -_-_---_,;_- - __ - - PASS Total as-bullt points 32907 00 Glass/Fl )br Area. 0. 6 Total base points 3349200--- -- ''- --- ---- - - -- I Review of the plans ari,d �It-h�lse'SA� O4I� VE ST4?Z I hereby certify that thcl,blans and Spec covered ,�`~-.-, ,i he Florida specrflcations cov Y .� by this calculation are ? compliance w , calcula't10 Icates compliance H Florida Energy Code Energy Code p1e`e a BY: t eta°' T efore cons r coin n PREPARED _=tl r -:_gyp �p ''. n this building will pyre Inspec -! DATE: �� ' �' ' mp_Ilatice with Section 553 908 ticoD WE��y� ------=°' �. ed its,.,, * ;: :co a I hereby certify that thi , uildm as desk • ,,s ' Fl 9 Florida Statutes compliance with the Flp,-ida Energy Code"' BUILDING OFFICIAL: I QWNERIAGENT: FI DATE: , ,ATE: - - --- . --- i ?t)t IY^� ° 1r 0 • FORM 60OA-97 SUMMER CALCULATIONS Residen�Ial Whole Building Performance Method A - Details ADDRESS , ' ' PERMIT# BA AS-BUILT GLASS TYPES 18 X Conditioned BSPM = Points Overhang Floor Area ';J Type/SC Ornt Len Hgt Area X SPM X SOF = Points 2159.0 53.20 20676.6 Single,Clear N 1 0 so 16169 495 3394 096 5 Single,Clear N 1 0 60 ?o 0 3394 098 662 Single,Clear NE 1 0 60 200 5165 097 10047 Single,Clear S 1 0 30 45 6219 079 2224 Single,Clear S 1 0 50 495 62 19 092 2846 7 Single,Clear S 1 0 40 130 6219 087 7066 Single,Clear S 1 0 90 360 -- 62 19 099 2227 7 sg Single,Clear S 1 0 90 360 6219 099 22�# 7 it Single,Clear S 40 90 640 •62 61 Q 0 071 28.R7 4- Single,Clear W 1 0 90 360 6563• 0 q • 2349 4 tl Single,Clear W 320 70 240 �s5 0• 6995 6S As-Built Total: 352.5 • 17319.2 WALL TYPES Area,X BSPM = Points Type R-Value jrjj.x SpjM w- points Adajcent 298F'4 1 0 2980 Concrete,Int Insul, Exterior 42 1,7"Q. 226 • 3597 Exterior 1578 y 270 42606 Frame,Steel,Adjacent 11 0 :298 0 1 *6@. 4715� • • Base Total: 11876n; 4558.6 As-Built Total: 18760 • 407;J-- •••• DOOR TYPES Area,'K BSPM = Points Type Areal SPM P 0,llt-�3-� Adjacent •260 494 Exterior Wood '41 to 9 4p 401 Exterior 62 •';` 640 4006 Exterior Wood 200 940 1840 190 260 Adjacent Insulated 49 -4 Fa e Base Total. 81 Vii,; 4500 As-Built Total. 81.6 637-8 CE I ILING TYPES Area6'X BSPM = Points Type R-Value Area X SPM = Points Under Attic 2159 080 17272 Under Attic 190 21590 1 50 3236-5 Base Total: 21169�,it 1727.2 As-Built Total: 2159.0 3239-6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = points;- Slab 264 0( 200 -52800 Slab-On-Grade Edge Insulation 00 264 0(p) -2000 -5280- Raised OT; -000 00 Base Total -5280.0 As-Built Total• _5280- INFILTRATION Arew�,* BSPM = Points Area X SPM = F`Ciir_lter— ®7 2159 21590 1879 1879 405676 4056 M e. -FC-RM 60OA-97 E FLqjRIDA ENERGY EFFICIENCY CODE ; , �` OR BUILDING CONSTRUCTION y Florida Department of Community Affairs x'x Residential Whole Building Performance Method A - ------- -- r Protect Name I14:;'INTIBELLO 3 MODEL C ---- -----—-- ------- Address .r Builder HECTOR GARCIA Permitting Offlc SOUTH MIAMI i City, State Permit Number Owner H5:°CTOR GARCIA Jurisdiction Number ! Climate Zone Seth ;q t, - -------- ---------- - - 1 Ncw comiruclion or e al}hng - --New 12 Cooling ti��I.nip 2 Single lanmh of nmtlli-l�gmih Multi-larmb, a Central Unit Cap 43 > kl31ullu _ Number of unit~ it nn(�,-lanul� I SI I R 10 00 _ J NUmberof Bedrooms t 1 h N/A lti this a t\orll case9 `v.'^ No - 6 Conditioned Ilooi arca,,17=) 2159 IF c NSA 7 Gila,,aica&t\PC Ir ! a Clear-single pane 352 5 It= 13 l leating ti�titcniti b Cleat -double pane c? 00 It' a 1"Iectnc Strip Cap l; >113ht hi L Tint/other SC/SI lGC-Z,1gle pane 0 0 tt= CuP I OQ d Tinttnihct SC/Sl IGC-54 table Pane 4}� } 00 W b N;A • • ; 8 1 loot t-ye" i. • • • a Slab-On-Grade l,dgc Iit.vlation R-0 0 261 0(p)It i c N/A • • • b NA tt -- • • • ••e••• •• c N/A 5 1.1 I lot hater tit~lent~ ••• • - Wall thpc,, "i • • ° `nt a I Iedric Rc q,,Iancc • • Cap (,C,'i7gallonti •••• a Concrete. tilt Inuil I"\1t ',or R=1 2. 1_78 0 it - i ••• • I I 0 89 - b Flame Steel Adjacent t i R-I 1 0 298 0 tt' I b N A °• • • — c NIA ••.eee d N/A hs� c ConlelYat loll Cleclitti �••••e •° • i °i e N'A 4f -- • • •• •• 0•••1• IQ (IIR-Ilcat icco\ern Solai Ceiling tvpe" • • • ; • • Ihtdei Attic ' -- I)IIP Uedtcatcd heal pump) • • • e S••••• .••••: �, R-19 0,2159 0 ft= � I 5 11 VAC credit~ i• e b N A - •e•e•• •••• - (CF-Ceilingtan (.V-Ctostcntil,�±ion • •e••i III-Whole Itouu 1,111, • • • • ; j ; I I DUCk e - P I-Pro`ranmmablc-I hei m;„lat • ••••,• i Sup UnC Pet (Inc A';;,Inlciior Sup R 6 U _5,7 0 It M/•-(-Multvonc wolfing • h N.A @ M/-II-Multvonc hc111110 - ---- -------- --- -- j I� Total as-built points 32907 00 Glass/Rcbr Area 0 16 PASS r` Total base points 33492 00 ----- ---- ------ ---- - -------- --- - ------ - -- --- - --------------- I hereby certify that th4$lans and specifications covered i Review of the plans-and,:' 4THESTq� by this calculation are ;:compliance wi the Florida specifications'6o y this' Pia Energy calcula'tl A Code o Icates compliance PREPARED BY: l ` _# jE;,<«, j Floriiia Energy Code"" DATE: F ".I efore cons r completed '' ;i y Id a t `� this building will be-ins ec M s-, 1; I her certify that thi!�6ilding, as desi hed,,is I ', _::compllarice with Section 553 908 ,; : , . - tic vy compliance with the Flp}ida Energy Code{ F Iida Statutes °0 WE I QWNER/AGENT: =r BUILDING OFFICIAL: ;DATE: _! DATE: _ • FORM 60OA-97 H:> SUMMER CALCULATIONS ResiderwAal Whole Building Performance Method A - Details _ 1 3 }r ADDRESS , , , i PERMIT# AS-BUILT GLASS TYPES 5, 18 X Conditioned ?{ BSPM = Points Overhang a Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points r`. .18 2159.0 5320 20675.6 Single,Clear N 1 0 50 495 3394 096 16169 s!i Single, Clear N 1 0 60 200 3394 098 6625 {`+ Single,Clear NE 1 0 60 200 5165 097 10047 zj Single,Clear S 1 0 30 45 6219 079 2224 Single, Clear S 10 50 49 5 62 19 092 2846 7 Single, Clear S 1 0 40 130 6219 087 7068 F: Single,Clear S 1 0 90 360 -- 6219 099 22277 Single, Clear S 1 0 90 360 6219 099 222►7 Single,Clear S 40 90 640 06241 is• 071 28:,7 4; Single, Clear W 1 0 90 360 6563• 0" • 234 4 • i Single,Clear W 320 70 240 6'5S 0 V•• 6K 0• • As-Built Total: 352.5 . • •• 17319.2 • • WALL TYPES Area;)( BSPM = Points Type R-Value grey.?( SP•M Points Adajcent 298'd 10 2980 Concrete, Int Insul,Exterior 42 1`37"Q 2 21 • 35978 • Exterior 1578; 270 42606 Frame,Steel,Adjacent 11 0 ;298 0 : 1 69••••_ 4A" •' Base Total: 18761;;5 4558.6 As-Built Total: 1876 0 •••• 407)4 •; BSPM Points T DOOR TYPES Area YP AVea M•X SP ••* Points• .• �;�C = e Adjacent 19 ;„ 260 494 Exterior Wood •41V 9 40 40Q•4; •' Exterior 6251" 640 4006 Exterior Wood •200 940 1840 r; Adjacent Insulated 190 260 494 Base Total: 81 4500 As-Built Total. 81.6 637.8 Q _ CEILING TYPES Areas,?( BSPM = Points Type R-Value Area X SPM = Points r, Under Attic 2159';' 080 17272 Under Attic 190 21590 1 50 32385 Base Total: 2159:1 1727.2 As-Built Total: 2159.0 3238.5 FLOOR TYPES Area-'k BSPM = Points Type R-Value Area X SPM = Points Slab 264 0(1i;4 -200 -52800 Slab-On-Grade Edge Insulation 00 264 0(p) -2000 -52800 Raised Og?; 000 00 e,3 Base Total '� -5280 0 As-Built Total: 5280.0 INFILTRATION Areal k BSPM = Points Area X SPM = Points 2159?; 1879 405676 21590 1879 405676 � kyy E': 6� FORM 60OA-97 V � T SUMMER CALCULATIONS b t M1 4 ResiderIial Whole Building Performance Method A - Details PERMIT# BA;: E AS-BUILT Summer Base P&hts: 62699.1 Summer As-Built Points: 60553.8 Total Summer X Q�;,btem = Cooling Total X Cap X Duct X System X Credit = Cooling Points IV(,, tiplier Points Component Ratio Multiplier Multiplier Multiplier Points s; 605538 1 000 0 970 0 341 1 000 200292 62699.1 0.{x560 22320.9 60553.8 1.00 0.970 0.341 1.000 20029.2 s, t , . . lose .. sees of** • *09. • • • 00 *000 •• • • • • • • • e s so • • •sees• 4, oleo• • s • • r sees 0 : • • • ' a • • •• •: else •• • • ra£ • • e • • s ses• lessee •sees: eel• • • s ••:o: • o loll : • • o :sees • • • •o::: 7 'y A ,5 !`s !�r d f' f7S Ea (�1 ' 5 b �a Et;k Jk ti,5 [j FORM 60OA-97 M WINTER CALCULATIONS Resider-,al Whole Building Performance Method A - Details ADD PERMIT# RESS , , , �,� b � BA_- AS-BUILT GLASS TYPES 18 X Conditioned :jq BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points 18 2159.0 , 2.02 786.7 Single,Clear N 1 0 so 495 491 099 241 8 t i s_d Single,Clear N 1 0 60 200 491 100 978 Single,Clear NE 1 0 60 200 471 1 00 940 b$ Single,Clear S 1 0 30 45 355 1 05 167 >,. T:d Single,Clear S 1 0 50 495 355 101 1766 y Single,Clear S 1 0 40 130 355 1 02 470 Single,Clear S 1 0 90 360 355 099 1270 't Single,Clear S 1 0 90 360 355 099 1270 e,1 Single,Clear S 40 90 640 355 1 10 Z50 4 • t •••••. • • `o Single,Clear W 1 0 90 360 • 447• 1 Q4 • 1'6D.6' • Single,Clear W 320 70 240 • 4.70 T Q3..° 11046° • • • As-Built Total: 352 5 • •°°• 14'4 • •• WALL TYPES Area BWPM = Points Type R-Value A WPM ° = Points Adajcent 291;,= 05 1490 Concrete,Int Insul,Exterior 42 *1578 0 1.02 160960 • Exterior 157J-1% 0 60 946 8 Frame, Steel,Adjacent 110 •2g8 a° 0.80 • . 2384.. FI4 • • •• •• •••• • Base Total- 1876.::1 10958 As-Built Total: •1$76 G° • 1848.0 DOOR TYPES Areamk Area : BWPM = Points Type Alea..X W6...: Points • Adjacent 195y 1 30 247 Exterior Wood •,1:6,° 2 80•••° 119 • 11, • Exterior 62ni 1 80 1127 Exterior Wood 200 280 5"(f Adjacent Insulated 190 1 30 24 7 Base Total. 81 is 137.4 As-Built Total: 81.6 200.0 Y: CEILING TYPESArea� : BWPM = Points Type R-Value Area X WPM = Points Under Attic 2159. 010 2159 Under Attic 190 21590 030 6477 Base Total: 2159;;' 215.9 As-Built Total: 2159.0 647.7 FLOOR TYPES Area W,k BWPM = Points Type R-Value Area X WPM = Points z' Slab 264 0( '1� -21 -5544 Slab-On-Grade Edge Insulation 00 264 0(p) -210 -5544 Raised ot"I 000 00 it 04 Base Total: I -554.4 As-Built Total -5544 INFILTRATION Area `' BWPM = Points Area X WPM = Points 2159"'A11 -006 -1295 21590 -006 -1295 - t a Sib oA V� S4 T'd FORM 600A-97 �f e F' WINTER CALCULATIONS Resider'aal Whole Building Performance Method A - Details ADDRESS , , , PERMIT# A$-fWILT Winter Base Pgln�-4: 14§1.9 YVintar As-5uijt PoirjtS: 3461.1 Total Winter X Sys..;,M Heating Tptal �( Cap X Duct X Systerp X Credit = I-jeatrng Points MC liplipr Points Corppowt Ratio Multiplier Multiplier multiplier Paints t 1551.9Q � 4 1.oQo 1014 1 paa 1 QQA �0$5 �^F �f E • • • • ••••• •• • •••• ••• • • • • d�9 •••• • • • • • •••• •••••• •••• • • j: ••••• f,y • �h • v. "i t4 id 4 , 4t' • �t j a v� � f ' r� l FORM 60OA-97 ' WATERJH, EATING & CODE COMPLIANCE STATUS Resider ,al Whole Building Performance Method A - Details 5 'ADDRESS , , , rl PERMIT# �a We? BAS AS-BUILT WATER HEATING ; 9 Number of X Mt'iotiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 'kt 4 _370 00 94800 660 089 4 1 00 234238 1 00 93695 As-Built Total: 9369 5 • w CODE COMPLIANCE STATUS B`SE AS-BUILT •• • • Cooling + Heati :� + Hot Water = Total Cooling + "Heating +: Ho;Water•••'• Total* • Points Poin,j Points Points Points Points •• Points •••• Poir*ts • 22320.9 1691 '4+ 9480.0 33492.4 20029.2 3508.5 ;• 93§9.5 •••32907.7 • of> • • F • Y PASS tip • • • • • �S Z • • 'IV INE ST gT� •o•o•• •oo• �i4,_ a C0U VVE C�J _ cs k'l9 E.E S•3� F i� rJ _ 5 k�a >'e -FORM 60OA-97 s„ r s' Code Compliance Checklist - �Y Residerlial Whole Building Performance Method A - Details ADDRESS , , , PERMIT# 6A-21 INFILTRATICIF,REDUCTION COMPLIANCE CHECKLIST COMPONENTS k; SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 4i 6061 ABC 1 1 Maximum 3 cfm/sq ft window area, 5 cfm/sq ft door area Exterior&Adjacent Walls ` 6061 ABC 1 2 1 Caulk,gasket,weatherstrip or seal between windows/doors&frames,surrounding wall, foundation&wall sole or sill plate,joints between exterior wall panels at corners, utility penetrations,between wall panels&top/bottom plates,between walls t: and floor- �'; EXCEPTION Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to,the foundation to the top plate__ Floors s; 606 1 ABC 1 2 2 Penetrations/openings>1/8"sealed unless backed by truss or joint members s; EXCEPTION Frame floors where a continuous infiltration barrier is installed that is sealed to the_penmeter,penetrations and seam_s Ceilings 606 1 ABC 1 2 3 I Between walls&ceilings,penetrations of ceiling plane of top floor,around shafts,chases soffits,chimneys,cabinets sealed to continuous air barrier,gaps in gyp board&top plate, attic access EXCEPTION Frame ceilings where a continuous infiltration barrier is 3 _ I installed that is sealed at the perimeter,at_penetrations and seams I Recessed Lighting Fixtures =! 606 1 ABC 1 2 4 Type IC rated with no penetrations,sealed,or Type IC or non-IC rated,installed inside a • • sealed box with 1/2"clearance&3"from insulation,or Type IC rued:it <2 0 cfgif6pin .. conditioned space,tested • • • 0 0 1 �- - -- Multi-story Houses F'606 1 ABC 1 2 5 Air barrier on Perimeter of floor cavity between floors •°. • !• • Additional Infiltration regts A 606 1 ABC 1 3 Exhaust fans vented to outdoors,dampers,combustion space hwters cxomply with NFPA, '— have combustion air 6A-22 OTHER PRES 'RIPTIVE MEASURES (must be met or exceeded by all residences.) • COMPONENTS SECTION REQUIREMENTS °°°• r Water Heaters 612 1 Comply with efficiency requirements in Table 6-12 Switch or clearly mar;--d circuit ° breaker electric or cutoff as-must be rovided_External or budt�n heat tra re i • • • -. - Swimming Pools'&Spas '; 612 1 Spas&heated pools must have covers(except solar heated) Nor:-co°rr rp�rcial pools..• • must have a pump timer Gas spa&pool heaters must have a mi r;.imum lermal .•.. ••••• ---- —--- ----------n b - -J efficiency of 78% •••• •••• • Shower heads f'612 1 j Water flow must be restricted to no more than 2 5 gallons per minute at 80 PSIG '• Air Distribution Systems 610 1 All ducts,fittings mechanical equipment and plenum chambers shall be mechanically attached,sealed,insulated,and installed in accordance with the criteria of Section 610 M1• - _- I Ducts in unconditioned attics 1-6 min insulation HVAC Controls ;,607 1 ; Separate readily accessible manual or automatic thermostat for each system ----- -- --------- ---- - - - I Insulation ".604 1 602 1 Ceilings-Min R-19 Common walls-Frame R-11 of CBS R-3 both sides Common ceding&floors R-11 - F' i ti'1 5'8 .i tz A a [1 I �t� �/ t•1 ••a i'S wg ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ,ESTIMATED ENERGY PERFORMANCE SCORE* = 81.9 The hi-her the score,the more efficient the home. HECTOR GARCIA. . . . I Ne\\ construction or e\isptag Ness 12 Cool i nia 2 Single larnik of niulti-laj•-I multi-laillik a Central lJ1111 (-,it) 4, 5 klilu,hr I Number of units It Si"I'R 1000 -1 Number of Bedroom; 4 1) N,'A 5 k 11-iisa\vor,,l caw No 6 Conditioned Ilooi area(f,.,p 2159 W L NA 7 Glav,area&tN pe a Clear-single pane °t 352 5 111 11 1 Icating b Clc,. -double pane 0 0 11: a Flectric Strip Cap 4 5 kkin III c -Tin; either SC/SllGC pane 0 0 tl' COP 1 00 d Tint other SC/SHGC-d("ble pane 0 0 f1i: b N,'A 9 1-loot t�pe" a Slab-On-Grade Edge Ins',i"ption R=O 0 264 0(p)fi c N/A b N,A K' c N,A 14 Hot water Wall t\pe�, ance a 06 0 gallon, 9 a Electric Rewt. Cap a Concrete hit InsuL F,-teK'!. R=4 2. 1579 0 ff I 1 08" • 1) Frame Steel Adjacent R I 1 0 298 0 W 1) N,A c N,A v9 d N/A L, C011',ClVat1011 Lledits • • • • • •••••• •• e N�A h e (11R-Heat reco\ct-\ Solar 10 Ceding t-,I)e,, DI IP-Dedicated heat I)LIVIIII) a Under Atlic R=190 21590ft: 15 1 IVAC crcdit,� T:• b NA r.9 (Cf-Ceilinglan CV-Cio,,,,Nevitilat:1vl c NeA z g HI--Whole liouw tail ••• • • 11 Duct,, P F-I'matainniable I lierwo,tal • a Sup Unc Ret Unc Al ,` Siitcrioi Sup R=6 0 57 0 it KB-Attic radiant bamci • , b N/A M/-C-MLlltl/k)IIC L001111it1 MA-1 I-ML1111/011C 11C,111112) I certif\ that tills home ll; complied with the Florida Energ) Efficienc\ Code For Building Construction thi-01,1011 tllek�'bo\c energy swing features which sill be installed(or exceeded) RE S t, ;1i Oj in tills home before finals-,�,spcction Otherwise a ne\\ EPL Display Card will be completed based on installed Code npliant features Builder Signature Date Address of New Horne Cit\/FL Zip ot)WT *i\1071: J he h oin es e tio kred en er�v _,v perlorm an c e score is on/i a vat lob/, through the l'7..1 1?P,S c oi i ipi i fer progyran i TV 7 h not n 13 ill kh 17 EnA,,�hy v Rating Il vo it r ;core i s;80 or gre ater(or S 0 or a 1,N EP I'D0/, /,n er�g i St or designation/, I-olir home mai,quoh/i•fl, energy effi(i ei i c l mortgage (E L i�1) 1/i c ei i ti i v s ij vo it ob tat n a I,lorl do ierg v Gauge 1?0 11/ig 'orl toc 1 the f,,n efg't Gain x flo th ne at 407,638-149 2 or see the Energy (;atige i i eh rile a t i t i i It /sec it c f edit for mfori?�mon and a list of�",4rtified Raters For information ahout Norilla's hmeqyv/ kfficienct 'ode l•or Builchng 'ollstril'-floa (onto;' the Department q."'Coninninirv,411airy at 850'487-1824 /lJi�} I G INPUT` SUMMARY REPORT Title: McfIBELLO 3 MODEL C Family Type: Multi Address Type. Street Address Z' f— Owner: HF3.4TOR GARCIA New/Existing New Lot#: N/A LL #of Units: 1 4 Bedrooms 4 Subdivision. N/A Builder Name: HEM"�iiTOR GARCIA Conditioned Area: 2159 Platbook N/A 0 Climate- Soi?r}1 Total Stories. 1 Street (blank) Permit Office: SC;;;TH MIAMI Worst Case: No County. (blank) Jurisdiction#: (bltik) Rotate Angle: (blank) City,St,Zip: (n I# Floor Type A? R-Val Area/Perimeter Units # Door Type Orientation Area --- -- -- - _ _ _ _ Units i O Slab-On-Grade Edge i,?ulation 0 0 264 0(p)ft 1 - --- ' c 1 Wood Exienoi 42 6 ft' 1 O ,A Q 2 Wood Exterior 20 0 ftz 1 J 1, O 3 Insulated Adjacent 19 0 ftz 1 LL ° IEta # Ceiling Type a R-Val Area Base Area Units # System Type Efficiency Capacity Z 1 Under Attic 19 0 2159 0 ttz 2159 0 ftz 1 Z 1 Central Unit SEER 10 00 43 5 kBtu/hr Wa; J O 0 ---- - - ----- --- -- -- - -- --- Wall Type f Location R-Val Area Units Credit Multipliers None 1 Concrete Block-Int Ind;1 Exterior 42 1578 0 ftz 1 J `2 Frame-Steel .° Adjacent 11 0 298 0 ftz 1 # System Type Efficiency Capacity Z 1 Electric Strip COP 1 00 43 5 kBtu/hr W sees•• • • • 'S I • • Credit Multipliers None e o o • # Panes Tint i Ornt Area OH Length OH Hght Unit •••o •• • 1 Single Clear g N 16 5 ftz 1 0 ft 5 0 ft 3 # Supply Return Air Handler Supply •••SUP'-big a W i Location Location_Location _R-Val re th •. 2 Single Clear x, N 20 0 ftz 1 0 ft 6 0 ft 1 -----— ��-__ __ 3 Single Clear 'f z U 1 1 Uncond Uncond Interior e• 6 04 57 0 ft S:i NE 200ft 10ft 60ft 1 • 4 Single Clear > S 4 5 ftz 1 0 ft 3 0 ft 1 I • 5 Single Clear �,5 S 16 5 ftz 1 0 It 5 0 ft °3 ••s • • 6 Single Clear •••••• 9 .�q S 130ft z 10ft 40ft 1 • •e• ••• 7 Single Clear x•° z • s S 360ft 10ft 90111 1 8 Single Clear S 36 0 ftz 1 0 It 9 0 ft 1 # System Type EF Cap •CbR rvatior•T • E" — -- ------ - ---• ::e oCon E�w• •• 9 Single Clear 41 i S 64 0 ftz 4 0 ft 9 0 ft 1 W 1 Electric Resistance 0-86 66 D oe None - 00 10 Single Clear ; W 36 0 ft= 1 0 ft 9 0 It 1 �— • • • • • • 11 Single Clear Sz W 24 0 ftz 32 0 It 7 0 ft 1 Q sees •• ••• F'' • • • • • •sees• owes • • • • •• •s s # Use Default? Annual Operating Coot Elegy • --w--w - - Glri��le O t'; 1 Yes --- ----N/A - • N/A - — ----i e ••• ?� Ws S -y,A I E, k'? Rater Name- "i CodeOnlyPro Class#. 3 Pool Size 0 6.� 0 i Rater Certification M� CodeOnlyPro Duct Leakage Type: N/A Pump Size 0 00 hp Area Under Fluoresf.=nt: 00 Visible Duct Disconnects: N/A Dryer Type Electric Area Under IncandeWent 23090 Leak Free Duct System Proposed No Stove Type Electric NOTE:Not all Ratin4'(7nfo shown HRV/ERV System Present?: No Avg Ceil Hgt. Kj 5 e" � rF; i'i . � ~ ' ^ Re 41dential System Sizing Calculation Summary h�CTOR GARCIA Project Title Class 3 Rating Climate South Location for weather ta Miami Defaults Latitude(25) Temp Range(L) Winter design tempe--'�,41ture 47 F Summer design temperature 90 F Winter temperature cp.,iference 25 F Summer temperature difference 18 F Total heating I ad w1culation 33392 Btuh Total cooling load calculation 39676 Btuh Submitted heating c,,,-.t,acity 43500 Btuh Submitted cooling capacity 43500 Btuh Submitted as % of c�,�L:,ulated 1303 % I Submitted as % of calculated 1096 % WINTER CALCULATIONS Winter Heatinq Load g ,or 215 sq Load component Load Window total 353 sqft 10187 Btuh Wall total 1876 sqft 8584 Btuh Door total 82 sqft 899 Btuh Ceiling total 2159 sqft 2807 Btuh Floor total 264 ft 5359 Btuh of Infiltration 144 cfm 3966 BtLih Subtotal 31802 Btuh Duct loss 1590 Btuh TOTAL HEAT LOSS,Ft' 33392 Btuh go SUMMER CALCULATIONS Summer Cooling Loa.11(for 2159 sqft Load component Load Window total 353 sqft 12971 Btuh Wall total 1876 sqft 6295 Btuh L�tent n1,1 fi Door total 82 sqft 966 Btuh Ceiling total 2159 sqft 5225 Btuh Floor total 0 Btuh . Infiltration 126 cfm 2499 Btuh ~�~~~ Internal gain 2700 Btuh Subtotal(sensible) 30655 Btuh nf,1 Duct gain 3066 Btuh Doorsf.2�) Total sensible gain 33721- Btuh W"11�rl G% Latent gain(infiltratior�-;! 4805 Btuh Latent gain(internal) The sizing method used was EnergyGauge®R System Sizing 1150 Btuh ZT tal latent gain .11 5955 Btuh PREPARED BY olof"AlL HEAT GAINI,r�p 39676 Btuh DATE n.5 • R ;rye l .h ' - SXi tern Sizin g Calculations - Winter Residential Load - Component Details F LCTOR GARCIA ki? Project Title Class 3 Rating I ' MONTIBELLO 3 MODEL C Registration No 0 tip Climate South z' Reference City Mianiap (Defaults) Winter Temperature Difference 25 0 F 1/5/00 Window T r ipanes/SC/Frame/U Orientation Area X HTM= Load 1 1, G,jar, Metal, DEF N 495 289 1431 Btuh 2 11 C;i;ar, Metal, DEF N 200 289 578 Btuh 3 1, G` ;ar, Metal, DEF NE 200 289 578 Btuh 4 1, a.s ar, Metal, DEF S 4 5 289 130 Btuh 5 1, C'Aar, Metal, DEF S 495 289 1431 Btuh 6 1, Czar, Metal, DEF S 130 289 376 Btuh 7 1, C Aar, Metal, DEF S 360 289 1040 Btuh 8 1, C�;�,-ar, Metal, DEF S 360 289 1040 Btuh 9 1, Cigar, Metal, DEF S 64 0 289 1850 Btuh 10 1, Gear, Metal, DEF W 360 289 1040 Btuh 11 i, C!;ar, Metal, DEF W 240 289 694 Btuh Winc,,-�w Total 353 10187 Btuh •• •�• Walls T qk; • YP �, R-Value Area X HTM= Load... • 1 Conck:yte - Exterior 4 2 1578 5 1 :00:.: 8048� U • 2 Fran}�, -Adjacent 11 0 298 1 8 53EZ Wuh Wall,i:otal 1876 •• :8584 Btuh • Doors Type? Area X HTM= '.: Load • 1 Woo: 0•B Exter 43 11 5 49tuh 2 Woo' - Exter 20 11 5 •..... 230.13tuh 3 Insuleted - Adjac 19 94 179 EMuh• •••••• Door° otal 82 892ILtijk. • Ceilings Type±H R-Value Area X HTM= Load .• ....•• 1 UndEar Attic 190 2159 1 3 •*2807$twa Ceilir;0 Total 2159 280713tuh • Floors Typed; R-Value Size X HTM= Load 1 Slab;fn-Grade Edge Insul 0 264 0 ft(p) 203 5359 Btuh Flooq,-sotal 264 5359 Btuh Infiltration TypeE? ACH X Building Volume CFM= Load Nature 040 21590(sgft) 144 3966 Btuh M e c i c a 1 0 0 Btuh Infiltr ion Total 144 3966 Btuh 'rd; `rrr Subtotal 31802 Btuh b•j Totals fog")Heating Duct Loss(using duct multiplier of 0.05) 1590 Btuh F'x Total Btuh Loss 33392 Btuh P''^I E;1 Fy i 4� i . 4f r'Y 4 Manual J Winter Calculations Residential Load - Component Details (continued) t)�=CTOR GARCIA £'�' Protect Title Class 3 Rating =,3 MONTIBELLO 3 MODEL C Registration No 0 Climate South ti9 1/5/00 Key Window types ( - Shading coefficient of glass as SC numerical value or as clear or tint) (Fradi��types- metal, wood or insulated metal) (U - V-,�[)ndow U-Value or'DEF' for default) (HTI1,,T ManualJ Heat Transfer Multiplier) Key Floor size (perin:ater(p) for slab-on-grade or area for all other floor types ) Y i ggs if+ G Z i2 : S t�t "; 6o6eee i i i ` � i i i 6666 •• • °•: •• . 6666 6666 �;;� • 6666 � • • : • • •• 6666 c, • • • f< 6666•• w•600• �)� 6666 • • •• • • • • • o • •• •• 666606 £,� • 6666• 6••P6• R9 • • • •6006• •1•• • • � ? • • 00 6• 6666• F 6 • 0 0 • • f 6666 6660 • • IfC • • S; R'! • 4 e 5 E. f ' S^ y'? i A 2 6. dl .... ... . . ..... ... . . . .. .. . . . ... . . . . . . . . . . . . . . ..... ... ... . . . .... . . . H.G. CONSTRUCTION 7990 SW 117TH AVENUE SUITE. 13S :': - . . .. . .. . . . . MIAMI, FLORIDA 5318 .:• ••' '•' '•' TEL. (305) 596-9393 FAX. (305) 598-ONd : .... . ..... . ... 0 :0090 . September 19, 2000 City of South Miami 6150 Sunset Drive j Miami, Florida Re: Model"C" Process# To Whom It May Concern: Herewith enclosed please find revised floor plan and engineering calculations for the wood wall endorsing the garage opening. This alteration was previously submitted as a playroom. Hoping this revision will help clarify our request for enclosing the garage and conversion into a living area. We remain. Sincerely yours, H for Garcia I�s LEO LLANOS, P.E. SOB--MOnTe tp PoW ' cl Consulting Structural Engineer SHEET NO OF 4- 18495 S. Dixie Highway, #337 % I MIAMI, FLORIDA 33157 CALCULATED BY �-Lt DATE (305) 378-6916 CHECKED BY DATE SCAL G A,p-Aft -ENocioi<-t1 i �Xl S7 i r1C-� Tf�USSES ..a.,, 2 x(o� >r X tsT G� � jJ -.d • .. . .... .... cam; AIL ' �A SYP Nd 2 s7uc� •l•Cpua� •..• .. ... • . • • . 0000 .. ... A Ll Tt1�ERf�1G-O►A-(� b I.tKKtal C 1L•X ..• _j 1 °Q • 1/rz TA11 u Ck sLA FT C-1 • , L L A +a LEO LLANOS, P.E. o u C v Consulting Structural Engineer SHEET NO Z OF 4- 18495 S Dixie Highway, #337 f✓�L 61 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 ' - CHECKED BY DATE SCALE Y 4 F /0 Ps 61C 21 '00 } 17-40 _ 0 j ese• y •• • 'at x • • `• y arc i ) Cam-*5,< <� • • • ewm -K RIO ZL • �;� e e • s• •e• e• • J�iqb P C �•°y.� �• 'I 1' 47. i~ u CUSTOMER :Copyright 1994 by Tondelli Engineering, P.A. Tampa, Florida JOB NUMBER DATE 09-13-2000 DESICRIPTION DESIGN WIND LOADS - ASCE 7-93 COMPONENTS AND CLADDING BUILDINGS WIND VELOCITY = 110 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 1 IMPORTANCE FACTOR = 1 . 05 STRUCTURE IS WITHIN 100 MI . OF HURRICANE OCEANLINE ROOF SLOPE 5 .00 : 12 (22 . 62 DEG) TRIBUTARY AREA 10 .0 FT2 MEAN ROOF HEIGHT 17 .5 FT Kh = 0 . 837 qh,= 28 . 6 ,PSF DISTANCE, Z 8 . 0 FT Kz = 0 . 801 qz ,,= t7 .4 L)$jF 0 00 WALL WIND LOADS *I:oo* 0*00*0 9 so 0 WALL AREA :0. 0 9 so 0*00 4 5 0 0 0. 0. :0 0: :0 00000: GCp 1 .400 1 .400 0*00 %too: :00*0: *0*000 GCP -1 .500 -2 .000 00*000 oo:*Oo so** PRESSURE 47 .2 47 .2 (PSF) SUCTION -50 .0 64 .3 (PSF) + P qh(GCp) - qh(GCpi) ++ ++ GCpi + 0 .25 BUILDING WIDTH = 60 . 0 FT a 4 51 a 4 5 CORNER DISTANCE, A = 6 . 0 FT F/'A 4 ci 75 F' VS r r r% JOB Y'"� ,,r !Y i�f, ., i , _' _� LEO LLANOS, P.E. 4 Consulting Structural Engineer SHEET NO 4- OF 18495 S. 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