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35188PERMIT APPLICATION FOR MIAMI SHORES VILLAGE POWERS BUILDING ,[/ � Date 10/06/93 Job Address 1 1300 N.E. 2nd Avenue Tax Folio /L 2 f8t b& ®,y� Description East 390' of the west 466' of the N. 192' of the S. 460' of the SE 1/4 of Section 36,52 S. range 41 E. of Dade County Township. Owner / Lessee / Tenant Barry University Master Permit # Owner's Address 11300 N.E. 2nd Avenue, Miami Shores, ,Florida Phone(3 899 -3052 Contracting Co. C.G. Chase Construction Company Qualifier Steve0L. Johns ss # Phone (305) 597 -8700 Aia Contractor or Owner- Builder ® -� y3 I'! Notary as to Contractor or Owner - Builder My Commission Expireiri mate suit erpuRim Ily COMMON EV. W4 2114 1916 1011910 TIM oElE11N. In. um. * * * * * * * ** NOTARY TOTAL DUE Other Electrical Engineering PERMIT._- APPLICATION FOR MIAMI SHORES VILLAGE Date 6/1 Job Address J/3 4 //e Tax Folio //c2/ 36 ®d Description Lessee / Tenant - UtJ 0 Vb(2 1TY Master Permit # 36'361 Owner's Address Phone Contracting Co. JO( d , ' I A r 5PR /' i 1^S Addressl7 )99 �� c Qualifier GAS SS# ' ? ,2® 5= S66 ^ /as �� - � ��- P hone State 00A Municipal # Competency # Ins.Co. Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL LUMBIN MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRI PT I ON € *� TTAc ■ri E, 1> 1.0 ` 1.36 (� � 1/ Z Square Ft. Estimated Cost(value) A-5; Q , S - d. L1 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits. are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. Notary as to Owner and /or Condo President My Commission Expires: ** * * * * * * * * Signature of owner and /or Condo President Signature of Contractor or Owner- Builder Date: A lotary as to Con ractor or Owner - Builder My Commission Expires: * iDTARYr T7737 1,17C, a777. rim T 'G'1"TLD/ * ** FEES: PERMIT 275. RADON C.C.F. 8. NOTARY TOTAL DUE 283. APPROVED: Fire Other Zoning Buildin: Electrical emsnirr Mechanical Plumbin:� f /� Engineering PERMIT it d36 1 TAX FOLIO NO. 1 0.1 ob'o `7 33126. ATE OF FLORIDA COUNTY OF DADE 5. Surety: a. Name and Address None b. Amount of Bond $none 1 6" Lender. (Name and Address) None piErvev ay: t flews "Y �/J 300 Are .2 AVc h/4 Via *es PC sari Swam to and subscribed before me this 24 day of May .1993. etary Public (OV of Ftor!# �tvfy rate cantrrr. tr � hrr , r ^ CG CHASE CONST. :4 My commission expires: _'r1t POWERS 7596516 P.02 NOTICE OF COMMENCEMENT • 93R266276 3993 MY 27 12 :27 The undersigned hereby gives notice that improvement will be made to certain neat property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided in this Notice of Commencement. 1. Description of Property: (legal description of the property, and street address if available) The East 390 feet of the West 466 feet. of the North 192 feet of the South 460 feet of the SE 1/4 of the NE 1/4 of Section 36. Township 52 South. Range 41 East of Dade County. Florida. 2. General description of improvement: Construction of Human Services bulking, 3. Owner Information: a. Name and Address: Barry University. 11300 NE 2nd Avenue. Miami Shores. FL 33161 b. Interest in property: Owner c: Name and Address of fee simple titleholder (if other than owner): 4. Contractor. (name and address): C. G. Chase Construction Co. 5835 Blue Lau 250. Miami . Fl . r; , •41 W 4-4, . -1* 7. Persons with the State of Florida designated by Owner upon whom notices or other documents may be served as provided by section 713.13(1)(a)7.,Flortda Statutes (Name and address) Timothy N. Czerniec I / For Bs to receive a 8. in addition to himself, Owner designates of copy of the Uenor's Notice as provided in Section 7.13.13(1)(b), Florida Statutes. 9. Expiration date of the notice of commencement (the expiration date is 1 year from the date of record' • g.. unless a different date is specified): August 31. 1994 Signature of Owner Legal Descriptiontrlt)/ Of s0 , P ii i / SECf7o 36 t/)P5®2 AW '/1 De Cy. -TI. 85 l I Lessee / Tenant 456k 0/y/ ve -g Master Permit # I e.c,J 36,3x7 Owner's Address //doe) A/6 ...2 ,Ti4/4) kGS, 33/,x$ Phone Date 6 Contracting Co. CIA GLA - c. CO. SS#' '/ - phone(365) hi91 7146 ; State # RX CO MS #00- 03A Competency #60 5 Ins .Co .FCC/ co/vA Qualifier C T ®ie P V'e/ ETo Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one) (iUILDINGThELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPT ION :ILA - -S ,0 -ZL/-A - 4LO/zftUUnvL STD/ PE /o if GO /NI- N-6704' 6 gx.nzzb) Square Ft. 41 w Estimated Cost(value) WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROO nd MEC WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing informat be done in compliance with all applicable laws regulating authorize the above -named contractor to do the work sta Signature of owner and /or Condo President Date: Notary as to Owner and /or Condo President Notary ntractor or Owner -B My Commission Expires: My , ssicnikaWiti y 14.1 MY COMMISSION # CC 237472 EXPIRES . ? - November 5,1996 ** * * * * * * * * * f D tFeJ TBf M Ir Um4Mm INC. * * ** FEES: PERMIT 300. RADON C.C.F. PAID NOTARY TOTAL DUE 300.00 APPROVED: 9 `/ ERIIT APPLICATION FOR MIAMI SHORES VILLAGE 4 y va —ie.s /P ® toe - RS &a, Job Address/ /20D A✓E 2' 4 ve. Tax Folio / /o'q /36 QOOO yd 7 Fire Zoning Buildin Mechanical Plumbin Address 4*5a 0 Nom' G.1 ALL ° t all work will Fywhermore, I Other Electrical Engineering_ PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date 5/26/94 Job Address 11309 N.E. 2 AVENUE Tax Folio Legal Description Owner / Lessee- Owner's Address Contracting Co. ABLE SANITATION, INC. Architect /Engineer - $30.00. APPROVED: Tenant CHASE CONSdTRUCTION' Square Ft. Notary as to Owner and /or Condo President My Commission Expires: Zoning Buildin Mechanical Plumbin Address P.O. BOX 660068 MIAMI, 33266 -0068 Qualifier STANFORD W. FREEDMAN SS# Phone 864 -5387 State # Municipal # Competency # Ins.Co. Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION APPLICATION FOR THE RENTAL OF (2) TEMPORARY WATER CLOSETS: TOTALLING Estimated Cost(value). 5 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND 010 OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing info ion i accurate and that all work will be done in compliance with all applicable laws regulatin: construct on and zoning. Furthermore, I auth rize the above -named contractor to do the work stat ature of own r and/or Condo President AWatu "r of Contractor or Owner- Builder Date � ' Date: W/' AJ,LO Electrical Notar a to Co ractor or Owner- Builder M Comm =si• • _'.. _ ,__ O lP PU OFFICIAL NOTARY SEAL ! i AC9°cELA J LOC7P.fiAN 2 �� y �� x OOE9CA4SSlON C'7�C3SEA '. * * * * � �w ° rev c* cos Is nv. * ** N FO F�� F� b 2 � 9 FEES: PERMIT ; 311 RADON C.C.F. NOTARY T OT AL DUE .36 Fire Other 4: gineering The lapwing pages were originally attached to plans with the followin 5gY 40) permit # HUb 2 3 ' `13 1b; ARCH HLUMIMUI•I METROPOLITAN QAt COUNTY, FLORIDA Slaloms Anna 3. ahrsimw FLQ Lessner Members Ronald Ages James Arles Gorr Balla Thomas AL Black Lawrence A. Nomad Ted Arias Oscar Brennan John Carping Imp de la Torrlente X. Carlson D`edoa Arnold Goldman Richard a. Horton Daniel Le►.is John Lindstrom Stnvr! Lvwg Joseph Mokbgr. Sr. hunts Power Res Mass Utterback Alfred tip'lshrod Rudy WtIlkons Bawd Coaad'rant Jahn AtaQrnw Sige CPoarles maser Sam Keen sb Oil Dfarrmud _ ! ! . u.+. • = l_.l.,3: yi 4.1. • . A. c .1: .4 (305) 375 -2610 PR0 CO1PRO NAT` CEO AC EPTANCE Arch Aluminum & Glass Company 1400 S.M. 6 Court, Suite F Pompano Beach, Fi. 33069. P. 1 Agh METRO -DADE CENTER scum OP RULES AND APPEALS SUITE 1010 111 N.W. 1St WREST MIAW. FLORIDA 98128 -' (306) V8 --2381 Your application for Product Approval of• Zardosjair under Sections 203 and 204 o the South Florida Building Code governing the use Of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by 21. 1991 has been accepted by Product Control under the Specific'Conditiona set forth on pages 2 -2a and the Standard Conditions on Page 3 tor,Glased Products ACCEPTANCE No.: 92- Q318 APPROVED : .Sept. 14., 1992 EXPIRES a Nov. 7A, 1995 APPROVED: September 14. 199Z 08-13 -1993 04:07PM 305 785 9755 * *PTZAS 1 ** ammAD 4 jTT(Ns -1- D anion', P.E. Product Control Division Supervisor BOARD OP RDLJ$ ARD APPEALS WiTICE_ ACC pTANC$, ' This application for Product Approval has been accepted by the Metropolitan Dade County Board of Rules and Appeals to be used in the Incorporated and Unincorporated areas of Dade County under the conditions set forth above. 7 46.?„ Charles Danger, P4gE. secretary Metropolitan Dade County Board of Rules and Appeals P. 01 e HUU 13 'y:i 1b:05 ARCH ALUMINUM 08-13 -1993 04:09PM a L ,.yrtA Mass Cc�moD�uY ACCEPTANCE No. .r 92_0318.1 w , APPROVED r „Sept » 1,1 j992 - EAPIRES v CE$CRIPTION OF UNIT DEL DRSLGI PION Series OPP 7284 Narrow' Stiie ASukii um Sire -Front Entrance Door SILL NEIGH,': 0.500" NOTICE QF ACCEPTANCE: SPECIFIC CONDIIMIti • -2 305 795 9755 A ;GNED ACCE TANCE MAR1IVO AAMA 101 -88 Dade County .Approval 492 0318.1 Expires: November 21, 9995 Approved for installation up to 55, ft. above grade. MEW. Snc; CAVTIQ)#s, Elevation must be reduced In the coastal construction zone 75 1/2" by 85 3/4" high 142, & SIZE 9F PANELSA Two outwsing panels each 35 3/4" x 83 1/4" high. WYP RERSTRIPPTNG: Single vinyl bulb in frame head and each jamb. Single pile with integral plastic fin at active panel lock stile. Sings pile at midspan of active lock stile, 7" long. An applied aluminum closure with a vinyl flap at each panel bottom rail, secured with six No. 10 by 1/2" self tapping machine screws, 2 3/8" from each end and on 6" centers. Op$RA'PO111 s LOCATIONS: One three point butterfly throw bolt lock at midspan of active panel lock stile, key operated on interior and exterior, operating a throw bolt at top and bottom of active lock stile. One concealed manually operated throw bolt, 11 3/4" from each end of in- active panel lock stile. One offset pivot hinge at top and bottom of each panel lamb stile. One aluminum horizontal push bar on interior of each panel, 42" from bottom. One aluminum pull handle on exterior of each panel, 42" from bottom. , k (UMW t MAvERij 3/16" tempered glass. G] .3Z2ZQW„ Interior glazed using an extruded aluminum glazing bead on interior and exterior, with a vinyl bulb between each side of glass and glazing bead. WEBPHOLES : None NVNTINS: None J EINFORCE11ENT: None P.2 iamon•, P.C. Product Control D vision Supervisor P. 02 AUG 13 '93 16:05 ARCH ALUMINUM • Act,. Alu$i nuWlass t py ACCEPTANCE No.: i APPROVED a Sent„ 14 . 1192 EXPIRES a Nov. 21, 1995 P.3 reMSTS: QCREW AND 1ESEIZU©F ATTACHMENT INTERIOR WINDLOAD: 68.0 psf SILL ; 6 #14 x J. 1/2° F.H. S.M.S. EXTERIOR WINDLOAD: 68.0 psf HEADER: 5 #14 x 3" F.H. S.M.S. HATER RESISTANCE s N/A psf JAMBS a 5 #14 x 1 3/4" F.H. S.J.S. AIR /NF/ rLTRATION : 0.89 Cfm /s . f . FORCED ENTRY ; MTL 15078 NOTE Please pee N2t@ *11L Mtge 3 t App Rom FOR EL$V4TIONS pP TO: 55. feet ahav�xi$ grade This product must be re- evaluated for.structura1 adequacy when installed within the Coastal Construction Zone in accordance with Chapter 23 Sub- sectiaA 2309.2 4b) of the South Florida Building Code 08 - 13 - 1993 04 :09PM 305 785 975 4 G 1 Diamond, P . E Product Control Division Supervisor P. 03 r iLA; HKUT1 For multiple window installations, approved mullion drawings and calculations must be filed with Product Control. 2. Thtis acceptance will qualify smaller unite of the same • design and materials as the unit tested. • • Y 1(, tl 1. , "4 , k: -.4! .1 ,: fa:. 1 . .:. i t!;• <y,�1 �.% 1.. 114 ILA :. *1 al '1 %t! -_1= • .. •t. Extennaion of Acceptance may be considered after a new application hes been filed and the supporting data, for test reports less than four (4) .years old, has been re- evaluated. • 5. Any revision or change in materials, use or manufacture of the product shall automatically be cause for termination, unless prior approval is granted for revision or Change. 6. Any unsatisfactory performance of this product or a change in Code provisions shall • be grounds for re- evaluation. 7. This acceptance shall not be used as an endorsement of any product sales or advertising purposes. 8. Aluminum windows and sliding doors have been tested in accordance with ANSI/AAMA 101 -88 or for wood window unite by ANSI/NWWDA LS. 2 -87 and sliding doors ANSI /NWWDIA I.S. 8 -8 and awing doors ANSI/NWWDS I.S. 8 -88. 9. Swinging doors 'shall be tested for positive and negative wind pressures .0 per Chapter 23 of the South Florida Building Code. 10. Hardware for all windows and doors shall conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building Code, IX. The spacing of fasteners shall be as tested or 24" whichever is less. R 'Iha firm„ f ataner ®boll tae loglated a and •mullion or stile. Minimum penetration of fastener shall be as tested or 8/4" whicbever le higher. No wood or plastic .shields or pins shall be used. Unless otherwise noted in the test report, minimum size of screws shall be No 8 for first and second floor. installations and No. 10 for all other floors ' above the first and second floors. • -8- 08 -13 -1993 04 :1041 305 785 9755 1331 Diamond, P.E. • Product Control Division Supervisor REVISED-5-20-92 • P.04 • 'e -r �.i.: -i ?�i 1.3 • .i;7 HF.'4.hi HLL_4`I1NUM ' 03/:3LJ94 03:15 • '$`305 37a 200A 05- 03 –i994 12) :4EPM Asc * Ala d't Mass Company 1400 S.'.V: 6 Court; S • Pompan+ ll3eaeh, ' FD 3311CP • ,. • Your apptla:ation for product ,Approval of: .S eries -OA 0 . hesh Glinzc System • under Chiipter•S of 41,4 Metropol;tar;Daile!County Code gaverriingthe.ltsc of Atten ate Material: and ypes t f Constmcti, and tspmpteteIy d ribed•in tb8 plans, specificatCons and cslculatinits' la s;subrriitted by` . ' • • Jahn C ° Dls'ori, P.E. (dew iiiith .11 Tesi Report fro.' 15 5822 died 01/10/94 sigadd a ntl, haled ley John' C L?lsix>ei E , ' • • has been recommended for acceptance by, the Building Code..Ci?n pliant Office, to be i'ised in Dade , County, Florida under the spcfic•.conditirms set fo'rlh.bti pag{es:2 et'seg. and the Standard Conditions onPage,3: :. ' • r Shall The appAiy l shall be,valid for a perriod of, ' br e y ars; The Q'ffiee ri4' Code Cornpiiance reserves the right to squire &it:sting of this :systenOvithin:the faint web •eiis.;o1 the approval should any uncndniemts' to the South Florida Btiifding•Codrs beeniteted affecting this edmpOnent'ar roof syste�n'1 • ACCEPT IC N+y.: 41.41310:ff1 • �'.' L'•LEAfi Nan R *• "_ • ; ijis S'1'tf ,c"17 ..RS'.t•Lh.i r: kti , � rn t;tt.Nr.PLL Rtilri.iliIYf CODkfi `f'lMiviTT IF1j This appiiaation for product Appr lia1 has beentrevleived1ythe Metropolitan !Dade rt >unty Build'flh,'ig Code Compliance t partine nt and approyi'd by •tlie•:1 wilding: ;Caidc. ;Committee to be in Dad Count Ftotida Under the conditions'set forth abcive: <•' • APPRt?'IJ".6: t►312$�94_.` • 'CODE COMPLIANCE • (4AETRC1Rt7t.i(YAt.S DADg COt1NTY, • FLORIDA l iA01gDADE'FLAGLE13 8UJLDING BUf10.E1it+�tq CopE C0IIIRI- 1/410E DEPARTMENT SUITE 1808 METRO -DADE el ABLER BUILDING 740 WEST FLAGLER STREET ' MIAMI, FL_ O fIDA ,33130.1563 :3$) 375.+901 •FAX (3O 3752508 t ige f nd, odufik• Control Division •cttarles"Dang0 I iroctdr' • l #uildiq fide Compliatiei'Dept. • ,•'. - ;11 e t i r o p b l i t de' County: • r°1:030.0 • i4 .I.J; it) Hinl...1 03431/04 0016 e305 375 2008 : .• .:A1 Ca, DESCRIPTIOl+i OF 12414: . .: • MODF.I.DINIGigkilabi -. •; ',.; ' •:.. ...: Series 451)(1 1:314.7___x_4_1/2- Gl* Alurnininn Wi.ndoWValt-SYsiain , • *. “ ; . • : _ - -,, ..• ,:••• , •: OVVRA(J, SIZK. : .' :w . • • • CONFIGURATION; 01Q 0/Q.: • •••,: • No & SIZE OP PANET S Pour, each with n clear openi4 ttiitg":.Wide; by 45.S/8" Mei. . . . GrAZTI4G, IviA4311 l/4"4erapred ems:, 4 ...• . 4 , 1 • • . ..• . , • • .4 • . ' " . '..••• GLAZDIG ,lyIETIID: O • Pocket gland friiin die'exteriatOkiiiig a !if between glass and . . . • • • alutninuni. An extruded alnnlinum giazink bead k at bottein...Xeaeli.Oht thc exteriOr, each with a . ' vinyl Wedge between glass ! and bead. i I". . :.' . :. •, ,:: . i ., ' ... ; .; i.• '. ., . . : .... .• : - l' „ .. ... WKEPtIOLEA SODG.: , i: ; ":': j . , : , ..... • :: • :... '', ;-: .; ... : ..: . , .• .• , *.: miThE or EINSI None .. 1 ..., . •. , • • ., • • • " . . ,•. •• • • . • • • • . • ..• .., • .. , : • • - . . . . • . . . ffULLIONSi: One vertie4 mullion, 1:3/4" wide by 9e. long at *dip1n 0f fraine. Two horizontal .• mullion; 1 3/4 wide by 45 3/8" long at xnidspan. :. • .. :',!'..• i '. *. , • ; ;, ... .• ,• . • . • • ..• •..• REIMREMPli.; Npne ., . , " ...• :'. . ::. .: :.. ;: •• b I:* •, Anprrrob E.41.1al leg type frame.; 0,t* "01.PSMS fastened thra splines in horizontal Inembi:ra int used ateaUh Sat to sointri vertiotii malbon and joinbs.•Alliolats ' • . on interior and 'exterior are sealed. 05-03-1994 02:41PM ' , • • • • • CODE COMPLIANCM . . . , • ,;.. .• AAIVIA Dade COUrIti Expires: • • : •••: • ' . Approved fOi inAtaltation'uti;to 75 Ft. above grado. .: . ., .. • . . • • • .. •::. ckinloisi: aivati4i3., illuit be ieduced-in ; • . , .. , • . :41ideOtlaStoic4ru4tion zpitt , . . , . ; • ... , . .. , .., ••• . ,... • • .. . . i* . --.•• •., r.. -...;. ' ':', '.. - :: ' •. . • . Prod* Cor4 P . a 16 cm Lr 305 ries §'eth EX ER OR WTNDLOAD (W'SF) • ASTM E.330 • POSITNE ' ' ' . `! •• f : • NO PS1" . ; TNTER30R WIND -'LOAD. (PSF) ASTM E330 . NEGATIVE :' • • . : . i ', ' . .t' ' " ' •., ` i 74:P PSf+ . , • 1 L1;40 PSr; • ' WATER: RESISTANCE (PSt) . ASTM E.547/E331 (No Leakage at) , . AIR1lVXLTR'ATION x'•1.57PSF .. ASTM 4253 ::,(i 015 CFNI/F 4 j • ' r'.:' Q ;CFMtirl ': • : 1` ORCCD -ENT.RY RESISt NCE (Kali. it..) ".. r fit.R t Deign t P'ressu : , • .50.,66 PSF . HLUII1NUM 03% :i1/94 (»1 :17 0'30S 37$. 908 • 05-03 -1994 02: 41PM • Areh Inmin ut G1 4c• (`.n. • SCRE A Mp: ["R ' A'TTA si : h.; • • .: Sill # 1 . x 3" Wood Scre a 1 /4" x 2 X14" Tapconi (leader I, # 14'i 3" Wood Screws or ,214" x 21/4" Tapcons • • 305 785 9755 CDR COMP UANC1: • ACCTP'TANC :'N4 : 94- 0316.OI APPIil1r�ED �', ' •' : MAR '2 8 i g94 ifIAR Z 8 1497 f • . • : at 4":frem each end and cents r. Typical : Jambs : # 14 x 3" Wfoud Screws or '1/4" x 2 x.14 "'l" • , . , • NOT1• ;, : p1P.iise •see lots; # 11 Paga • , This product must b e rc- �`•roliatted forstrut,tura1 adaquasi e u within' the Coastal Constr'IiCtion: In accordance WithChapter 23 Subset • ' 19J) '.South F ! da. 13uilding Code. si Diamond, : Supervlwr ; Produc't'.Control Division S P.3 t i 007 F • alioreur aeaIffac P. 03 • • • • mmr- . P E 5 amt.6r1Ii4C M `oS A. L. BROMLEY P.E. INC. 2008 N.E. 49th Street xi • ° PftxP? 0 (4111 1, C Ft. Lauderdale, FL 33308 Lciterb CallZ ul. r4 S . 1tND 20 (Um. 4treca cr vF Go'— �. Fume -) p: - -.00 z570xlf z vV 1i ° .eovs7o 0 _ 3a 1 7 "" ( 4 ) : 3%1 (15F-' x 1. 1 - gZ. 4--Ps 2 - G o,,, 5 ( 'Ter 3s- c C� Vi. Az-u.4 6064 o F 60.01 - C3,, ; Y 7g Z _ /z-75 4 a G IfL= .- - uv\\J ern Ct 3 F. .4 - 5) ?w1 CA46Vr- i tr t 'tE 6tP*Ot IS- 23 , 1/ 4 `{ (Il►+ss = 31 4 z- c Fric - vb - m9 -2c-t use rslrirr.2 oF0 -) 314 4- _ ( Z ? 1 Pr Z off/ 3) Mukluk() M 'r s INau oN1 ‘111.-K A � lvY ' 4 Al Ckt,Mt ( or1/4.1 'P/4 HL-1Gi fib" - - 7.14 1 W I J 1= S -- . KX PecivtvaSo - . OM. X 5=7.-s x 47-.76 psF = Z664,6 x ;4 1 4 ti PcllitloA i-= 3 Zeci.M4 ? 2- .6 (2) wnd- ..°v at, I. 1 Z lt vuf,o _ i 6 ((p X 3 ' n 4z.7. ie5 = 2- ! z7 4 L- 3 -?ioy. ) rf c f �) e v 5p1 -03,& V Cant - 54r- .,\i a le c fc, \14(1.1 Win OA - c( t� ) X Q l .) x tlf z- F : 27 253.slb , 5 51- Cf ftterf of . F 62 1 Calc41E ( m ) Y. -Cc4 _ A01 )b ? 163.5 v0 c t.P 1 k / T0'd CONSTRUCTION RESEARCH 7600N. W. 79th AVENUE • MIAMI, FLORIDA 35106 May 21, 1993 Tz9666S502 Appendix to Report No. 5710D Dates Tested: November 24, 25, December 31, 1992, and February 2, 1993 Test Report 5719E - Series F -C80 Rough Notes Report Cliept jd Window Manufacturers Security Aluminum Windows and Doors Condensed D.Vec>4j.Ppjon o e..e , SPecimen Extruded aluminum framed, mill- finish, eingle-lite, fixed window measuring 6'-0" wide by 5' -0" high. Refer to our AMA certification Test Report 5714D. Witnesael by: Messrs. Dennis Danyov) - Security (for ail or Pablo Ruiz ) partial testing Manner og Taping The specimen was installed in a strong test chamber with anchorage desired to simulate common conditions. The specimen was tested for static pressure air and water infiltration, and static pressure structural performance in substantial accordance with the test procedures described in ANSI /AAMA 101-88. All observations are referenced to viewing the specimen from the exterior. The order of testing was as follows TO 'RPM LABORATORY, (305) 592.9222 a FAX (305) 5949148 A. A. Sakhnovi ky) - Construction Research Richard Sembello) Laboratory John Ely ) DEPORTS PERTAMJ 7;D THE WIMPLE T681135 &kV . taIT0f1iin10M CONIAWt0 t ERM in AIQT To tag p6AromucitoxempT 1ARfli powis kni Wt .0T 1766T-80-90 INC. MOUNIM 91S TL9666590F VE:OT b66T/O0/90 - -1 • F.0 'd CONSTRUCTION 1800 N. W. 79th AVENUE a MIAMI, FLORIDA a 33186 May 21, 1993 Page 2, Test Report 5710E T . onditigaa_p d Reitiiz a RESEARCH ZL9666SS02 Test I -Air Infiltration by Static Pressure (ASTM 82831 The air infiltration through the specimen at a static pressure of 6.24 psf (equal to a 50 MPH wind) was AlIpm4, _.xd 1.8 cfm total equal to 0.06 cfm per square foot Measured: No measurable air leakage occurs through such a fully wet sealed and elaatomer tape gleaned window. Teat III W ar Ii11f{]trat - ion y S tatic Pr esalare (AST X331), The specimen was subjected to water spray at the rate of five gallons per hour per square foot and static pressure as follows; 15 pet for 15 minutes Allowed: No uncontrolled water leakage. Reoul.ts: No water leakage occurred. ?{%I Rqt/d • trati b C _1 -d tatic . I T are T WPaiRrB Yrii►APN TO ME Witt =No or ve.. R.VORMArm GOtiljtuarD IFFEEW NM WOE fialicoMiCIDAlocarr wnvi PEI eaSONAL WU172 :0i 17665 -80-90 LABORATORY, INC, (305) 592-92Z7 a FAX (305) 594-3148 The specimen:. was subjected to water spray at the rate of five gallons per hour per square foot and static pressure as follows: 15 psf for 5 minutes 0 psf for 1 minute About 6 minutes per cycle Repeat cycle 3 times Allowed: No uncontrolled water leakage in an eighteen minute test. Results: No water leakage occurred. Mflairm `IRS, TL9666556E bE:0t tPE6T/80/90 20'd CQISTRUCT1ON RESEARCH LABORATORY, INC. 7600N. W. 79th AVENUE • MMAMI. FLORIDA • 33166 May 21, 1993 Page 3, Test Report 57108 Test IV- Structural Performance by Static 1'reseuze [ASTM E330) The specimen was subjected to the following structural .loads each held for ten seconds: + 60 psf - to remove slack. +120 psf - 150% of positive pressure design load. - 60 psf - to remove slack. --120 psf - 130% of negative pressure design load. - 166 pef - supplementary negative pressure load. No damage nor failures occurred. Respectfully submitted, CONSTRUCTION RRSRARCU LABORATORY, INC. FR Wld Richard Seulbello RS /pc TL.g666SSOE WUS£ :0T t366T - 80 - 90 7 1. (305) 592 -9222 • FAX (305) 594 -9148 FIEPORIVI PEITM I TO 1HE OAHU Te31EO OW Y. fddF/1FtdiAT(bN CONI AIMED FIF3IESN Et Nat TO 8E EEPMitic Q.Ekcmf Writ 11;ESISSIoN. Mf W1TM ::SRS TL9566590E bE :0Z V66T/8I/90 ' : Security Windows Engineering PHONE NO.': +305 592 7447 LABORATORY, RESEARCH Y', .., 78001. W. 79th AVENUE s MIAMI, FLORIDA s 33166 itas.y 21, 1993 ort INC. (305) 592.9222 • FAX (305) 5944148 Datee,Tesst s November 24, 25 and December 31, 1992 and February 2, 1993 meat Report No. 571.Qb Client Product Designation - F -C90 Fixed Window Manufacturer Security Aluminum Windows & Doors, Miami, FL pacification - ,NISI /AAMA 101L A8 nesignatiop - F-C80 Jun. 13 1994 04:37PM P3 Description of Test Unit Extruded aluminum framed, mill - finish, 62-0" wide by V-1:0" -0" high aingle- lite fixed window. Mass and auxins - Nominal 1/2" thick (1/4" annealed glass, 0.06 plastic interlayer) laminated glass was glazed against a continuous butyl tape with tightly butted corners. The interior gasket was a push-in nominal 75 durometer (Shore ,h) dense neoprene with tightly butted corners. Setting blocks were 1/16" x 5/8" x 1 1/2* plastic shims Located S" from glass glass edge. Refer to Flat Glass Marketing Association Manual for recommended size and location of setting blocks. Drainage - To the interior at the unsealed glazing bead ends. 1 ro r►E $rWIP1.E MONO ON-Y. YVr»RMA7N71Y CONTAINED ILK re n»yr'yo BE REPRODUCEDAMPT YAM PE 06-13 -1994 04 :39PM +305 592 7447 P.03 • 4]M : Security Windows Eng i nur ing PHONE NO. : +305 592 7447 � y r ONSTRUC19ON / sal. W. f h AVENUE • MIAMI, FLORIDA • 33166 Any 21, 1993 ,Page 2, Test Report 5710D The spaaimen was in substantial conformance with the client's Drawing 1 of 3. stamped and dated May 20, 1993 by CRL. Teet Ge_A itians...an13__ 11=3.t1 The unit was tested in accordance with the ANSX/AMMA 101 -88 Voluntary Specifications for Aluminum Prime Windows and Sliding Glees Doors, Section 2, requirements with results as follows: Para. Title Of Test Results =Meg 2.1.2 r =nf . �,traati,or: (ASTLK _ 8'2_83L1_ 2.1.3 mater Reaistaepg (ASTN 5547) No uncontrolled No uncontrolled leakage leakage Three five minute eiyralee at 15 psf 2.1.3 Water Resi$ta,noe (ASTM 8331) No uncontrolled No uncontrolled leakage leakage 2.1.4 06 - 13 - 1994 04 :39PM 6.24 psf At 15 psf RESEARCH Uni orp Load Structural (ASTM E330) At +1.20 psf and -166 psf Jun. 13 1994 04:37PM P4 LABORATORY, INC. (305) 692 -9222 • FAX (305) 504 -9148 0 cfm/ft .37 offal /ft No damage No damage nor failures nor failures meows palmy, TwomemA Tomo oat INORA4A1IONCONTAINED P Al19 NOT 7o br lialtelteb +30S 592 7447 P•04 • r/ P . t O NSTRUCfIO N • AM : Security Windows Engineering PHONE NO. : +305 592 7447 Jun. 13 1994 04 :38PM P5 RESEARCH LABORATORY, INC. 78)O J. W. 79th AVENUE ® MIAML FLORIDA s 3318e posymmome FAX 584 -b748 Flay 21, 1993• Page 3, Test Report 5710D d • Genera). Hach frame corner was coped and fastened together with two #10 x 3/4" plated steel self - threading fasteners. The framing member intersections were bedded in sealant during assembly and these wale joined with the glazing tape and perimeter seals to provide a continuous seal line. The glazing rabbet corners were also sealed after the frames were assembled. Acrylic sealant was used for the above -noted seals. The ends of the glazing beads were unsealed and should not be sealed. Detailed assembly drawings showing wall thickness of all members and Corner construction are on file and have been compared to the sample submitted. Required samples and hardware from the specimen are retained at the Test Laboratory. A copy of this report has been forwarded to ALI. The above results were secured by using the designated test methrde and they indicate aomplianae with the performance requirements of the above - referenced epeaifioation, This report does not constitute aertification of this product. Certification may only be granted by ALI. Respectfully submitted, CONSTRUCT Ei ` CH LABORATORY, INC. i. 1 Jo hn Re r aentative 06 -13 -1994 04 :40PM Richard pembello ect Charge Representative in Reeponeible Charge REPORTS PEVAIN 1D 1M2 Bmme TECIIM DNLY. INFORMATION CONTAINED HEREIN IONDTTO BE RSPROOLOMEXCEPT W7N RERIROMIN. +305 592 7447 gicitu."(4 P.05 • • Anm : Security Windows Engineering PHONE NO. : +305 592 7447 • SE3j 1 MOWN WINDGWS & DOOJ auamwr�.a: 5100 N.W. 72 Avenue MIAMI, FLORIDA 33166 (305) 591-8990 • G 7 4 4 L 7 9 1 d 4 4► 0 7 a 1.1 9 4 4 41 06-13 -1994 04.38PM JOS SI ioET NQ Of OALCULATED BY OATH CHOCKED DY . DATE - . SCALE t + 7 >' n 4 4 .. $ 4 1, 7 4 4 1• 4 t. +305 592 7447 : 1 • 4 Jun. 13 1994 04 :36PM P2 M1 I, 7 d 1 A 4 t• r e 1 r 7 • 6 •• N 4 a 4. V• i• W • ∎• w ,• V. P r w. h w • M u .. w • r .4 .1 a •• I• Y • '• w a 1 w . .. . .. .. . HiI4tlA9ld OiAuot'ri.tarolekAhAA UWt Is'BdlwCta Ilea Hi t•I. 7 .W P. 02 GENERAL: Store front framing shall be as detailed on the Architectural drawings and as manufactured to the design and specifications of Arch Aluminum & Glass Co. SPECIFICS: The Framing System shall have a face dimension of 1 and a depth of 4 for both vertical and horizontal members, with no projecting glass stops. All sections shall be of extruded aluminum alloy 6063 and a T5 temper. Glazing Gaskets shall be of EPDM or pvc extrusions. Assembly screws shall be of plated steel. Glass shall have a minmum bite of 6 /eon the perimeter. FINISH: All exposed surfaces shall be free from unsightly scratches and blemishes. Aluminum sections shall be coated with one of the following options: A.) Anodized material: shall be given a caustic etch followed by an anodic oxide treatment. Color shall be: 1. Dark Bronze AA M12 C22 A 42/44 2. Clear AA M12 C22 A21 3. Black AA M12 C22 A44 B.) Powder coated material shall be given an acidic wash and etch and coated with one of the following: ARCHKOTE 1000 -1 YEAR WARRANTY MEETS OR EXCEEDS AAMA60S ARCHKOTE6000 -6 YEAR WARRANTY MEETS OR EXCEEDS AAMA60S 11 colors of powder in stock for shipment within two to three weeks. Over 170 standard colors are available from the manufacturer with the ability to custom match any color or finish. 4500 SERIES FLUSH GLAZE Specifications ERECTION: The Flush Glazed store front system specified shall be installed, in properly prepared openings, level, plumb and in alignment and consistant with acceptable erection techniques and practices. b 1 VERTICALS t h_ ALTERNATE TO 7 4500 SERIES DETAILS HORIZONTALS 1/4" SIZE DETAIL r CG CHASE CONST. POWERS 7596516 era/km 5 1<! TAX FOLIO NO. 1 1 0i 4 5LO 00 0. `{P `2 ATE OF FLARIDA OUNTY OF DADE NOTICE OF COMMENCEMENT he undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with :hapter 713, Florida Statutes. the following intomtation Is provided in this Notice of Commencement. . Description of Property: (legal description of the property, and street address 1f available) Thee East 390 feet of the West 466 feet. of the No(th 192 fret of the South 480 feet of the SE 114 of the NE 114 of - i 3 , Tewnshio 52 South. Ranee 41 Eas1t of Dads unty a ,.law. General description of Improvement: Construction q Human Services buikfine. �. Owner information: a. Name and Address: . s 2 ►ue b. Interest In property: der. c: Name and Address of fee simple titleholder (tf other than owner): ,!o . G. Chase_ConatructiosCo. 5635 Blue LaglideFDfive. Suite x80; Miami , Ft 1. Contractor: (dame+ and address): C �4 33 5. Surety: a. Name'and Address None b. Amount of Bond ;none .1 7-Lender: (Name and Address) _ _ None RchtisV) Of: ribeaspy uu(M ' thew: h 1 ' Y 1 £m FL S31b t 06 -13 -1994 02 7. Persons with the State of - Florida designated by Owner upon whom notices or otherr documents may be served es arovlded by section 713,13(1Xa }7.,Florlda Statutes; (Name and address) 6. to addelon to himself, [honer designates of copy.of the Uenets Notice as provided In Section 7.13.93(1)(b), Florida Statutes. 9. Expiration date of the notice of commencement (the expiration date is 1 year from the date of rn ordi iifferent date Is specified): _uaust 31.1994 Sworn to and subscribed before me this ,24 day of Mav ,1993. My lion expires: Q" 93 596516 9'3R266276 1993 IIAY 27 12:27 Timothy M. Czemieo Fur 161 P. 92 to receive a sinless a Signature of Owner a P. 02 aiami J ores illage F L OR ID w PLANNING BOARD AGENDA OF�j0y 1 / ,j ITEM NO. Name of Owner /ApplicantAXV G/,iY sa l Phone No. Address of Property, and /or Legal Description / /300 AI/61 Nature of Request /1/0 40, 'J ' / AQ,e 715 6. Present Zoning Area of Present Building Area with Proposed Addition Parking Spaces Provided Parking Spaces Required with Addition Setbacks as per Code Setbacks Provided Vai+ancrs r Z e Counci 1 Action Requi red Date of Applicant Notification Planning Board Actions" Ri Council Action A0 t(0/113 Uttitv Di rector of Building and Zoning TO: LES FORNEY,PLANNING & ZONI ' G DATE: January 28, 1993 FROM: Chief Michael A. Zoovas RE: BARRY UNIVERSITY PARKING 27 JANUARY 1993 2:15 P.M. Gym lot (west of Miami Avenue) 200 marked parking available Main Campus 48 marked parking available 28 JANUARY 1993 9:00 A.M. Gym lot 266 marked parking available Main Campus 155 marked parking available 11:00 a.m. Gym lot 37 marked parking available Main Campus 66 marked parking available 1:00 p.m. Gym lot 33 marked parking available Main Campus 76 marked parking available MIAMI SHORES POLICE DEPARTMENT M E M O R A N D U M NOTE: Handicapped and Faculty parking not included in these figures. BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces (Total Available' 494 1 180 r 9 121 641 861 131 1321 1241 Survey Conducted by Campus Security DAY: Thursday DATE: January 21, 1993 P -1 P -2 P -3 P -4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 436 66 9 10 1 15 9 109 110 765 9:OOam 320 30 7 9 1 10 5 57 88 527 10:OOam 167 2 5 1 2 5 2 32 56 272 11:OOam 57 5 2 3 2 5 2 22 43 141 12:OOpm 52 14 0 2 3 5 3 33 43 155 1:OOpm 122 14 1 2 1 5 0 30 55 230 2:OOpm 100 10 1 1 1 3 1 23 44 184 3:OOpm 213 7 5 1 0 2 0 0 47 275 4:OOpm 197 7 8 1 0 2 0 2 41 258 5:OOpm 189 18 6 3 7 3 3 16 54 299 6:OOpm 201 0 3 5 2 2 0 0 0 213 7:OOpm 166 0 5 5 2 9 0 5 0 192 8:OOpm 181 0 5 5 2 7 0 35 0 235 9:OOpm 223 54 5 6 3 9 6 82 50 438 10:OOpm 403 60 2 6 3 6 9 90 65 644 11:OOpm 489 65 4 6 2 5 9 113 118 811 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces (Total Available' 494 1 180 r 9 121 641 861 131 1321 1241 Survey Conducted by Campus Security DAY: Thursday DATE: January 21, 1993 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces 'Total Available' 494 1 180 1 9 12 1 64 1 86 1 13 1 132 1 124 Survey Conducted by Campus Security DAY: Friday DATE: January 22, 1993 P -1 P -2 P -3 P-4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 391 75 6 11 1 12 10 102 100 708 9:OOam 385 9 5 6 2 4 5 49 69 534 10:OOam 102 5 4 3 1 0 0 25 45 185 11:OOam 99 10 5 3 2 4 3 32 43 201 12:OOpm 149 9 7 5 3 6 5 38 49 271 1:OOpm 214 20 4 6 6 3 1 51 51 356 2:OOpm 231 25 5 4 2 3 2 52 61 385 3:OOpm 309 39 2 3 5 8 2 60 79 507 4:OOpm 321 50 6 0 8 14 2 63 86 550 5:OOpm 314 72 4 9 7 16 9 89 101 621 6:OOpm 297 3 1 5 5 23 10 110 94 548 7:OOpm 288 7 0 8 10 24 11 110 94 552 8:OOpm 353 21 0 8 11 26 11 112 99 641 9:OOpm 412 98 5 9 9 34 11 115 105 798 10:OOpm 483 117 8 7 7 34 12 123 124 915 11:OOpm 478 127 6 8 4 29 13 128 124 917 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces 'Total Available' 494 1 180 1 9 12 1 64 1 86 1 13 1 132 1 124 Survey Conducted by Campus Security DAY: Friday DATE: January 22, 1993 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Saturday I DATE: January 23, 1993 Total Available' 494 1 180 1 9 12 1 641 86 1 13 1 132 1 124 I P -1 P -2 P -3 P -4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 499 5 3 10 10 7 11 130 66 741 9:OOam 395 4 0 9 9 12 4 80 22 535 10:OOam 382 2 0 9 9 14 2 90 17 525 11:OOam 388 2 0 8 8 15 0 74 30 525 12:OOpm 328 7 1 7 11 21 1 100 50 526 1:OOpm 402 14 2 6 14 20 0 82 24 564 2:OOpm 408 13 2 5 15 15 5 86 31 580 3:OOpm 403 74 1 5 9 11 8 101 71 683 4:OOpm 415 95 0 7 10 14 12 106 79 738 5:OOpm 402 128 4 6 4 23 11 112 104 794 6:OOpm 408 123 8 6 2 33 12 124 124 840 7:OOpm 399 130 6 7 4 31 12 124 124 837 8:OOpm 410 112 7 7 4 35 13 124 124 836 9:OOpm 409 119 8 8 9 38 13 125 124 853 10:OOpm 429 146 8 7 12 39 13 126 124 904 11:OOpm 468 111 7 8 10 25 11 129 124 893 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Saturday I DATE: January 23, 1993 Total Available' 494 1 180 1 9 12 1 641 86 1 13 1 132 1 124 I BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Sunday I DATE: January 24, 1993 'Total Available' 494 1 180 1 9 1 12 1 64 1 86 1 13 1 132 1 124 1 P -1 P -2 P -3 P -4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 494 120 4 10 9 15 11 130 90 883 9:OOam 480 90 1 8 7 10 2 90 89 777 10:OOam 460 85 0 7 5 9 2 80 75 723 11:OOam 475 89 1 5 2 19 0 79 93 763 12:OOpm 469 120 0 9 6 23 1 110 99 837 1:OOpm 472 115 2 8 9 30 4 96 95 831 2:OOpm 479 110 3 9 9 30 5 90 86 821 3:OOpm 481 110 0 10 10 34 13 112 95 865 4:OOpm 477 121 0 10 9 34 13 114 98 876 5:OOpm 486 119 1 9 3 32 13 115 106 884 6:OOpm 472 120 4 10 2 29 13 116 107 873 7:OOpm 409 112 0 10 0 17 13 110 110 781 8:OOpm 343 109 1 9 2 29 13 115 113 734 9:OOpm 408 107 5 9 0 23 13 118 111 794 10:OOpm 490 110 5 5 3 19 13 117 114 876 11:OOpm 490 114 6 9 2 9 13 127 108 878 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Sunday I DATE: January 24, 1993 'Total Available' 494 1 180 1 9 1 12 1 64 1 86 1 13 1 132 1 124 1 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Monday DATE: January 25, 1993 (Total Available' 494 1 180 1 9 12 1 64 1 86 - 1 13 1 132 1 124 1 P -1 P -2 P -3 P-4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 407 71 9 9 2 6 9 102 104 719 9:OOam 340 4 7 2 0 1 1 42 64 461 10:OOam 130 5 0 2 0 1 0 17 39 194 11:OOam 51 8 0 0 3 1 1 8 29 101 12:OOpm 67 12 2 3 1 6 2 10 39 142 1:OOpm 79 11 2 3 1 1 1 13 45 156 2:OOpm 106 15 2 1 1 4 4 20 43 196 3:OOpm 240 20 1 0 5 10 2 24 46 348 4:OOpm 187 22 1 1 7 9 3 26 43 299 5:OOpm 159 45 1 6 7 9 3 91 47 368 6:OOpm 133 6 0 10 0 16 0 44 25 234 7:OOpm 114 12 0 10 0 15 0 47 23 221 8:OOpm 144 30 0 11 0 14 3 50 28 280 9:OOpm 225 27 0 11 2 11 5 45 29 355 10:OOpm 378 • 110 2 12 0 17 12 106 114 751 11:OOpm 490 113 3 10 0 8 12 123 124 883 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Monday DATE: January 25, 1993 (Total Available' 494 1 180 1 9 12 1 64 1 86 - 1 13 1 132 1 124 1 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces 'Total Available' 494 1 180 1 9 1 12 1 64 1 86 1 13 1 132 1 124 1 Survey Conducted by Campus Security DAY: Tuesday DATE: January 26, 1993 1 P -1 P -2 P -3 P-4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 494 77 9 8 3 12 5 101 100 809 9:OOam 380 3 5 1 2 3 2 35 70 501 10:OOam 127 5 2 0 0 4 1 22 51 212 11:OOam 16 4 1 0 0 1 1 24 50 97 12:OOpm 28 12 0 2 2 4 2 28 52 130 1:OOpm 104 7 0 0 1 7 0 25 48 192 2:OOpm 98 4 0 1 2 7 1 25 39 177 3:OOpm 120 10 0 4 3 6 0 16 39 198 4:OOpm 139 30 1 4 3 9 1 14 36 237 5:OOpm 127 31 2 6 0 13 0 11 16 206 6:OOpm 173 0 0 10 0 17 0 9 0 209 7:OOpm 214 0 0 9 0 15 0 15 0 253 8:OOpm 251 2 0 9 1 18 1 15 5 302 9:OOpm 327 40 4 11 2 23 3 30 49 489 10:OOpm 453 114 3 12 3 24 12 114 101 836 11:OOpm 494 112 2 10 2 20 10 114 103 867 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces 'Total Available' 494 1 180 1 9 1 12 1 64 1 86 1 13 1 132 1 124 1 Survey Conducted by Campus Security DAY: Tuesday DATE: January 26, 1993 1 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Wednesday DATE: January 27, 1993 1 'Total Available 494 1 180 1 9 1 12 1 641 86 1 13 1 132 1 124 1 P -1 P -2 P -3 P-4 P -5 P -6 P -7 P -8 P -9 Total 8:OOam 375 77 9 7 3 18 7 104 103 703 9:OOam 152 4 2 2 1 4 3 17 46 231 10:OOam 45 3 0 1 3 2 2 17 30 103 11:OOam 7 3 0 1 2 1 1 14 25 54 12:OOpm 63 13 1 1 1 3 5 18 33 138 1:OOpm 96 14 0 1 1 2 1 19 23 157 2:OOpm 118 12 1 1 1 2 1 13 29 178 3:OOpm 131 14 2 1 6 5 0 20 32 211 4:OOpm 175 14 2 1 3 4 2 22 26 249 5:OOpm 213 32 8 10 10 11 1 30 35 350 6:OOpm 183 12 0 10 3 15 0 0 0 223 7:OOpm 220 25 0 10 3 12 0 0 0 270 8:OOpm 252 28 3 9 2 10 0 16 38 358 9:OOpm 294 69 2 10 0 10 3 43 44 475 10:OOpm 391 93 9 10 0 10 11 111 105 740 11:OOpm 489 100 9 5 0 0 11 115 109 838 BARRY UNIVERSITY Parking Survey On Campus Inventory of Vacant Parking Spaces Survey Conducted by Campus Security DAY: Wednesday DATE: January 27, 1993 1 'Total Available 494 1 180 1 9 1 12 1 641 86 1 13 1 132 1 124 1 Bali Y� JK . !.�w� , i * ;Y i5 . �4 ^ ' F . �?�, � ` ➢b - .S lb� r . c - ,t l .k r ..�l'' - r • ' f .. ,,�, \ . p � !h,. a y _k. F j , I.. :,- .'x� + t �� +r ; ti ' G ; .. '._' .,. w ��I`` �-. a SC . ". ,J .: , 4...z i '. -4"‘&47;7-'3I',-.141-- A b ; it ' lk t • ^: <U r > . R lam 1I0 eLP'r 1 RJ f AC ' .;e`' f xr'A+ ;Ft q. f r+fl •. �„r�■ rlrtN�Y , fit to (i '7 r �,'; �k{3� c(y t � r � r �` Kt . � �� s � �� .f r� � � ti !i it t$ rl! r ; ,; M 7 , r N� ' ye ��r� e �as Eg3Eer; � 4 FASO i�I � � E�E �'�� i - a �� - ��j ►tP P E 'r; ,sr � = • < �. �'a i4�_ �2r December 23, 1992 Frank Lubien Director of Building & Zoning MIAMI SHORES VILLAGE 10050 N.E. Second Avenue Miami Shores, FL 33138 -2382 RE: Barry University •Natural & Health Science Addition •Powers Building •Lehman Building t Dear Mr. Lubien: In accordance with Article VI. Special Approvals of the Zoning Ordinance of Miami Shores Village, Barry University is herewith submitting a small scale Plot Plan, sketches and appropriate background information for each of the three building projects under consideration for construction at the Miami Shores Campus. We request our application for approval by the Village Council be included on the agenda for the January 14, 1993 meeting. These new facilities will aid the University in its mission to offer the finest quality education, to assure a religious dimension and to provide community service and presence within a more caring environment. These new facilities will allow Barry University to relieve the excessive over use of many of the Miami Shores Campus teaching facilities and provide a substantially improved environment for the faculty. The success of Barry University brings international recognition to our Campus and Miami Shores Village. We look forward to meeting with you on January 14th and we appreciate the Village Council's consideration of this application. Very truly yours, ACAI ASSOCIATES, INC. Edward F. Cannon, AIA Architect for Barry University EFC/ c. T. Czerniec, V.P. Business & Finance encs. �$aR � Y Shows/ Um F. Lub'sa 17/23,92 ) / car c i ncorporated 1 architects /en n es /roofing consultants/interior desig ners/aac001323•eb0004379 t 5310 !LW 33rd area • ante 218 • fort Iavderdale, florida 33309 -6300 • telephone (305) 484 -4000 / fax (305) 484-5588 111111111\NNNXNMNMN‘NNNNMNNN\ 1 SITE PLAN Natural &Health Science Addition 23 ICO 0 00 SCALE NORTH 11 fl••• 740 010A4 IA r.v 144,, 41010711•7•100 o u . • •-:::3CO3EM •••110•10 11 O 1010 • 0 0 • • 0 • • ler • • • C 0 1 C 4 10 •• BARRY UNIVERSITY MASTER PLAN aamasucems CAMPUS 1.0111C7 11•*0 $ 01117. 7. 17.11 ASSOCIATES. INC ARCNITRCTS•RSIGINIERS ROOFING AND DESIGN CONSULTANTS AA COO 1121 IS 11, SO NV AWAY At 1017 II • • 11047 L 00 tttttt . 0 • 1 0 • rwls•s■•■■•••••• 10507 ersNIISS POI MIS 4•011CT •01111111 110011.44 1101••••• • "aroma. 1.1 INV ACM ASSOC/Th. MC. Natural & Health Sciences Addition W.N it{ {uY��iL�o oa ggE E�i`� mil SITE PLAN SCHOOL OF NATURAL & HEALTH SCIENCES 1101 WEST ELEVATION NORTH ELEVATION ,siiiiIII1111111111111111111111111111111111111111111111111111111111110mmi,,, 111111111111111111111111011111111111omi1,... SCHOOL OF NATURAL & HEALTH SCIENCES NORTHWEST VIEW SCHOOL OF NATURAL & HEALTH SCIENCES BARRY I JNTVFRSTTY NATURAL & HEALTH SCIENCES ADDMON Barry University's growth in the 1980's has created a critical space shortage. The need is especially acute in the present School of Natural and Health Sciences. The Academic Health Science Center and the Division of Biological and Biomedical Sciences were established in 1985. The division was renamed in 1991 as the School of Natural and Health Sciences in order to integrate the undergraduate and graduate life and health science programs into a cohesive academic unit. The academic programs within the School respond to the demanding needs of society by preparing professional competent scientists/health practitioners whose values are congruent with the purpose and objectives of the university. The number of enrolling students increased from 72 in 1982 to 525 in 1992 - an increase of 700%. Additiinal classrooms, lecture halls, Laboratories, and faculty office space are - needed. The dean has been unable to expand class offerings. Over the past five years, new programming has been limited to evenings and weekends because of limited space. Students have no opportunity to return to labs for additinal lab time because labs are always fully scheduled from 8 a.m. to 7 p.m. The faculty struggles to bring cohesiveness to the program, but they are overwhelmed by the logistics of teaching in inadequate space. As a result, faculty- student interaction has been severely curtailed. The master plan of Barry University establishes a building zone to complete the science quadrangle. The Natural and Health Sciences expansion will complete 50% of the infill identified to build out the complex that was begun more than 52 years ago when the parent institution of Barry University was born. The original building forms are delicate, human - scaled stucco and tile roof buildings that established the South Florida vernacular of the campus. The aesthetics of the Natural and Health Science expansion will draw from the university vocabulary and reflect a simplicity of detail that is characteristic infill architecture while maintaining the delicate fabric that makes Barry University a special place for students and scholars. Limited available land and the ever increasing demands for science education at Barry University have created a need for a three -story design. The program for the Natural and Health Sciences is laboratory intensive with faculty offices in support of research and teaching facilities. On the first level, classroom facilities will be accessed from the main entry . An electron microscope suite and office suites for cardiovascular perfusion, anesthesiology, health care administration and speech pathology complete the program amenities of the first floor. The second level contains science teaching laboratories and faculty offices. Laboratory equipment is maintained in a central equipment room so that all students and faculty have equal access to this valuable resource. The third level is reserved for research laboratories and conference/seminar facilities. Each research laboratory will be equipped to support multi- discipline research. Fume hoods, water, waste, waste gases, electrical services and furniture will allow flexibility in the research program. PAGE 2 • The addition will provide Barry University the ability to increase teaching efdency, promote laboratory safety, and provide appropriate instructional space for the sdence education of Barry's students. MAC:BARRY UNIVERSITY /92017.601 /sch.desjust t E JARRY UNIVERSITY Miami Shores, Florida BUILDING AREA SUMMARY Natural & Health Sciences Addition First Floor Second Floor Third Floor TOTAL 21500 NSF PROGRAM AREA TABULATION First Floor: • Classroom for 100 students • Classroom for 40-60 students • CVP Offices • Anest. Offices • HCA Offices • Speech Path. Offices • Secretary Pool • Electron Microscope Suite • Histology Lab • Student Resource Room Sub total Second Floor: • Teaching Laboratory • Faculty Offices Sub total Third Floor: • Research Laboratory • Research Faculty Offices • Equipment Storage • Classroom • Conf./Seminar Room Sub total Total Net SF 7200 7100 7200 Gross SF 10000 10000 10000 30000 GSF 1 @ 2000 SF each = 2000 1 @ 1200 SF each =1200 3 @ 100 SF each = 300 3 @ 100 SF each = 300 3 @ 100 SF each = 300 4 @ 100 SF each = 400 4 @ 100 SF each = 400 1 @ 500 SF each = 500 1 @ 1000 SF each =1000 1 @ 800 SF each = 800 7200 NSF 6 @ 1000 SF each = 6000 11 @ 100 SF each =1100 7100 NSF 10 @ 400 SF each = 4000 10 @ 100 SF each =1000 2 @ 200 SF each = 400 1 @ 875 SF each = 800 2 @ 500 SF each =1000 7200 NSF 21500 NS F cous YARD HISTOLOSY LAB. 442 OF STUDENT RE5OUIRSE ROOM 471 5F GON1=5N2tiGE !L'MINAR ROOM 250 SF 11TIL 115 or CLASSROOM 100 STUDENTS 2048 Or MAY 5E DIVIDED SF 1008E A © T. 1 ANI =ST. 100 8F Ioo 5P 1005F 100 5E MEI 100 SF 100 S HGh PICA 100 5F 100 EF 100 SF 5P 100 SF RESTROOM 230 5F IN WITH 4SR SF CLASSROOM 40 STUDENTS 1254 5P ENEI SF 100 Sr FIRST FLOOR FLAN SCALE: 1/20" = I'- O" CHASE 30 5F TEACH NS LADOR,ATCRY 1007 5P TEAL. 11Nr✓ LABORATORY 1007 5F TEAGHIN6 LABORATORY 1062 5F TEAGHINN LABORATORY 1062 W LME OFFICE crrIce 120 51 120 5F OFFICE ® 114 51 OFFICE 102 gr LAM `'p 26 OF Ore.leZ. 162 OFFICE IIggSF OFFICE 1 02 Sr WE 33 OFFICE 112 SF TEAGHIN6 LABORATORY Iva? 4i' Egg TEAGHIN6 LABORATORY 1007 SF: S ON FLOOR FLAN Et SCALE: I /20" 1 `- 0" GLA56ROOM boo or IZEE coMPACMINAR boo sP aZfa &Mr./SEMINAR 500 5F EZEI RESEARCH L 400 SF RESEARCH LA5 400 5F 1 a�o _ ® 1 000 T1 5F1 J I00 5F EEO DEE OFIG. OFFIG. 00 5F 100 OF 100 5F OEM R555ARC4H LAS 400 SF SI RE5EARC.Mt LAB 400 SP RESEARCH LA5 400 5F DEE RESeNRGH LAB 400 5F fliMO ? 0 A Sr ® RESEARCH ® OPIG, 400 9F 1 u . r I 51= 100 5F LO WY' bob 5F RESEARCH 400 SP' NiES RESEARCH LAS 400 OF THIRD FLOOR FLAN ( -1 ) SCALE: 1/20" 1 0" NEW 110 dIU1RUURl ,.._ inhigeimmmisommilimm NORTH SITE PLAN POWERS BUILDING SCHOOL OF EDUCATION AND SOCIAL WORK Powers Building SOUTH ELEVATION ` r, ��; f: �..- j ► ��E�E�I��t��6��E��[ i��lf�ii�i6��[ iil ��' �: ��i 411 ��t�ii�l�i��1�� „��.,.._ f►r�t b :d d`nit►tittttit 'tt1lEtttt(ttiftttll 01111 I14iiiii(i 1111111 ;iidtt!ttttli}ttiII EAST ELEVATION POWERS BUILDING SCHOOL OF EDUCATION AND SOCIAL WORK ADRIAN DOMINICAN SCHOOL OF EDUCATION The Adrian Dominican School of Education offers students a comprehensive range of updated professional programs designed to meet the current needs of educators, administrators, counselors, instructional technologists and human resource leaders for the 21st Century. Programs have been created to prepare students to function as competent professionals in their chosen careers and to broaden, deepen and expand their professional lives. Faculty are committed to promote the mission of Barry in a caring, . educational environment which includes teaching, advising, scholarship, research and supportive service to Barry and the surrounding community. Through continued curricular development, the School is responsive to the needs of its culturally diverse student population and community. The Adrian Dominican School of Education through competent and academically prepared faculty, offers contemporary programs designed to: Meet current professional standards, including licensure and certification requirements. Provide knowledge and skills which enable graduates to practice in their career choices. The Adrian Dominican School of Education is presently operating at five different campus sites. The following description of needed space and their use is conservative rather than extravagant. It allows for expansion of faculty and student population. There are presently 20 faculty who teach more than 550 undergraduate and graduate students. Those numbers are expected to take quantum leaps in the near future. Facilities create the ambiance, the structure and the opportunity to implement the vision for restructuring and reorganizing the classroom of the future. The blending of sound teaching practices, caring attitudes and instructional technology stimulates professors and students to become vibrant teachers. The Adrian Dominican School of Education needs to project through its environment what it expects students to be. The Adrian Dominican School of Education has developed a preliminary plan for a facility that takes the future into account while dealing with the problems of the next few years. Based on expansion experience since 1986, members of the faculty and administration of the School have developed an estimate of space that will be needed. It includes classrooms, multi- purpose /multi- dimensional spaces, faculty /administrative offices, and space for community interaction on local, regional, state and national levels. Page 2 Adrian Dominican School of Education In addition, consideration should be given to the overwhelming evidence that future teachers must be equipped to deal with Children that will need more motivation, more confidence - building and more creative methods of teaching. Innovative educational techniques must be implemented in early childhood so that— children without the ability to access higher education may still develop into adults and contribute to the well -being of society. THE ELLEN WHITESIDE MCDONNELL SCHOOL OF SOCIAL WORK Barry University initiated the development of a graduate of social work program in 1964 in response to a call from the Dade County Welfare Planning Council. The Council determined the need for the establishment of a graduate educational program in South Florida as a response to the shortage of professional social work personnel within the region. The University viewed the addition of this program as a particularly fitting expression of that aspect of its mission which is related to community service. Over the years the School of Social Work has fulfilled its promise. The Master of Social Work (MSW) program quickly earned a reputation for excellence in the community. Despite the subsequent development of a similar program at Florida International University, which is also located in Miami, the Barry p oyram hab retained the reputation as the premier program in the region. The School maintains an enrollment of approximately 350 masters students and, to date, has granted more than 1,700 MSW degrees. In 1983 the School developed a doctoral program in social work. It currently has 55 students enrolled in the program and has, to date, awarded 17 doctoral degrees. The School of Social Work at Barry has made the decision to focus its training resources solely on a major in the direct practice of social work with individuals, family and groups. This means that all graduates of the program can be expected to engage careers in hands -on work with various client populations. The two year curriculum of 60 credits exposes students to the foundations of social work practice in their first year and to advanced practice, knowledge and skills in their second year. In the second year students select class and field learning experience in one of three fields of practice: health care, mental health and substance abuse or families and children. The School has developed several program options which accommodate students with special needs. An evening, part -time program is available at the main campus in Miami for students who are employed. The School of Social Work needs a facility to house its operations. The program suffers significantly from inadequacy of space. Faculty are expected to be available to students for advisement on a routine basis, but are housed in such a cramped offices that it is not possible for them to accommodate the requisite books, files and resource materials to enable them to conduct their scholarly work on site. In most offices there is only room for faculty to see one student at a time. The need to have faculty available on- site, but the inability to adequately accommodate them poses obvious and significant flexibility problems. Page 2 The Ellen Whiteside McDonnell School of Social Work Support staff are presently jammed into inadequate space. Their work area also serves as common area for faculty and students. This is most disrupting. The Research and Training Center which does extensive contract work is most inadequately housed. There is no common space for students to gather and for students - - andaeffIty to engage each other informally. The problem of a geographically dispersed student body is exacerbated by the absence of any facility which provides a setting in which they can engage one another in ways that accommodate discussion, stimulate ideas and facilitate the development of a professional identity beyond the classroom. The proppsed facility will profoundly enrich the social work training program as well as extending the University's commitment to community service. In addition to housing faculty, administration and special programs, providing classroom and common space, the proposed facility will also house a community center. The School would expect to accommodate approximately 30 faculty and administrators in office space as well as a support staff of approximately six. It would also provide six classrooms which a would be used for seminars, special events and the like, as well as a student and faculty lounge. The center would require its own entrance providing easy access to the community. It should accommodate a minimum of 15 professionals and three support staff. Common space and facilities for the provision of specialized services would also required. BARRY UNIVERSITY Miami Shores, Florida BUILDING AREA SUMMARY Patsy & Samuel Powers Building for Human Services First Floor 16280 Second Floor 10950 TOTAL Net SF PROGRAM AREA TABULATION First Floor: • School of Ed. Admin.Suite 1 • Sch. of Soc. Work.Admin.Suite 1 • Classrooms 5 • Large Classroom 1 • Counseling/Clinic 2 • Conference/Seminar rooms 4 • S/W Doct. Dir. Suite 1 • S/W Field Work Dir. Suite 1 • S/W RTC Suite 1 • S/W Student Lounge 1 • Records & Work Room 2 Sub total Second .Floor: • Program Director Offices • Faculty Offices • Secretarial Work Areas • Faculty Support Area • Faculty Lounge Sub total Total 27230 NSF Gross SF 21900 14200 36100 GSF 1470 SF each = 1470 1660SF each = 1660 900 SF each = 4500 2400 SF each = 2400 560SF each = 1120 Varies in size = 1500 425 SF each = 425 665 SF each = 665 560 SF each = 560 900 SF each = 900 540SF each = 1080 16280 NSF 5 @ 175 SF each = 875 59 @ 120SF each = 7080 3 @ 165 SF each = 495 1 @ 1900 SF each =1900 2 @ 300 SF each = 600 10950 NSF 27230. NSF 1 •IlfirdERMIREINI CT.! - ••••••1111111., 111•11111111111. MII•111•11k 11111111111•••■ w. ell•••••■ Ell•••••111111 EMMEN ••••••IIII•1 cap 111•1••••■••1 •1•1111•111••••■ ••••••••111M _ 1•••••1111111•1111111111 11■111111111•M Lit 111111111111111111111111MME 111111111111111111111.111.111•11 AMMI11111111111111111111111111111MIIIIIIMEM maid ilmoommi r INIMPINO SNOW. 'ARTIAL SITE FLAN 4 FIRST FLOOR PLAN :-ALE.146" l'-o" PAOLI. P•14210AIMIONI .10U111 SECOND FLOOR PLAN Lehman Building T i ......:,[j. y -c -�•-. , ,l 1 „ai l' 7 A ...;. r � ` ' x• :-1.-,'--C) (`; 7r �� I r hrr I�rt 11 nounulllIIWUUIu111OIIVUU 111 � i 11 •MW1RNINWW\11111 11 � W11111=NW/1 O 11111. 1111Fr ?.= ALTERNATE # 1 -_ del o _ Or i ) c l i ��se,,� 0c � a ___ 0 1 IIIIItltli ! IIIII[IIIII[ttfIII$ UltllIII MStlt•17f6'? O. r� LEHMAN BUILDING ('y r — . L 't . .a . :1" .l _tyt.+1T.i.∎•1, ∎:; - it4i{.lifi:�l�: L - p tt11 ! ; ,� - t• - -..--- -- ,--. -- - . ;ice t 1.0 . Y 1 i limilid in:\ 0 0; 000 t �Nha �� • + 1 � it 7I' • o . grjr t 01 � '!!I' r ooao Je. IIIIIUIUIIII111 41111111111 LEHMAN BUILDING WEST ELEVATION ti tilui MINIM LIBRARY/FLOOR PLAN OFFICES/FLOOR PLAN CLASSROOMS/FLOOR PLAN BARRY UNIVERSITY WILLIAM LEHMAN BUILDING In November of 1986, the Barry University newspaper 'FLAME' reported: U.S. Rep. William Lehman, (FL -17 District), was guest of honor at a luncheon hosted by Sister Jeanne O'Laughlin, O.P., President of Barry University, Tuesday, October 28, 1986, in the KCostka Room. Congressman Lehman plans to name Barry University as the repository for his Congressional papers. The cataloguing of the approximately 40,000 documents should be completed within the next 10 years. Given Congresfman Lehman's importance in national and local politics, his papers will generate dozens of scholarly works, including many books. As part of the project, he is working on his autobiography. When completed, this will evolve into an oral history of his years in public life. Rep. Lehman chose Barry University due to his close and longstanding relationship with the school. He is confident that Barry will make the best of the resources provided by him. The university is also located in Rep. Lehman's district. As chairman of the powerful Transportation Appropriation Subcommittee, he has been responsible for federal funding for Dade County, Florida transportation programs, including $750 million for Metrorail. He holds a Bachelor's degree from the University of Alabama and has studied at the University of Miami, Barry University, Oxford University, Cambridge University, the University of Edinburgh and Harvard University. Rep. Lehman has taught in Dade County Public Schools and Miami -Dade County School Board from 1966 -72, holding the post of Chairman in 1971 -72. He is a past President of the Muscular Dystrophy Society of South Florida, was named Man of the Year by the North Miami Beach Jaycees in 1971, and is a member of the U.S. Holocaust Memorial Council. Rep. Lehman was the recipient of the American Jewish Committee Humanitarian Award in 1972. In the July 13, 1992 Miami Herald article tells of the Congressman's current plans. What will U.S. Rep. Bill Lehman do next year after he ends a 20 -year run on Capitol Hill as one of South Florida's most productive, influential and revered congressman? "Sit in my rocking chair," he says, with a smile. That's hardly likely. If there's anyone whose friendships and powerful connections are likely to endure past his term of office, it's Lehman. His list of accomplishments includes funding for Metrorail, Metromover, new bridges and roads and many more. PAGE 2 Lehman was one of those monumental figures that come infrequently to Congress or any other institution," said Mitch Maidique, president of Florida International University. 'It will take decades for people to reflect on the impact he's had on our community. Or, from the perspective of Metro-Dade Commissioner Harvey Ruvin: 'There was no one who brought home more bacon Ruvin wants Dade County to hire Lehman as a transportation lobbyist in Washington - a job that Lehman said he might take. Lehman said he'll keep his hand in pubic issues. He Looked over at his wife of 43 years, Joan. She said I have to find something to do. She can't stand to have me around the house." Barry Universi has been notified by the U.S. Department of Transportation that a grant of $3,000,000 has been earmarked for Barry to construct a facility to house the necessary facilities to aid his future work. MAC:Barry University Article- (07/13/92) - 11/30/92 BARRY UNIVERSITY Miami Shores, Florida BUILDING AREA SUMMARY William Lehman Building Fast Floor 5,400 8,000 Second Floor 6,000 7,700 Third Floor 5.600 8.300 TOTAL 17,100 NSF 24,000 GSF EicrazimAREALTABLuAnal First Floor: • Classrooms Sub Total Second Floor: • Conference/Seminar Room • Faculty Office Suite Sub Total Third Floor: • Lehman Library • Dean's Office Suite • Reception/Conference Facility • Independent Study Room • Rare Book Collection Sub Total TOTAL 17,100 NSF mua92-014: BadldingAreasummary /Wm.LehmanBldg. Net SF Gross SF 6 @ 900 SF each = 5,400 4 @ 300 SF each = 1,200 4 @ 1,200 SF each = 4,800 6,000 NSF 1 @ 2,400 SF each = 2,400 1 @ 1,400 SF each = 1,250 1 @ 1,250 SF each = 1,250 4 @ 100 SF each = 400 1 @ 400 SF each = 400 5,400 NSF 5.700 NSF c cLA44RooM G LA`' R001-1 mom wig m g g miiimift iisisssiimrmssisississssisssssssiiii .IuIIu■ ianinnIu.vs■■■Il11111m ■I sr GLA44RooH cL445RooM 4 G rIRST fLOOlK rLAINI - CL�sS�OOM' RT9 FACULTY ofFIct. FecULTY oFFlce FA •uLly FacuLfy erFICE CONE/ Sp 1 CONE. / E H. f a FF I v coNF / hert• ' coi4n FLoog FL4• - ofric s N T • RARE00oK ® • • IN - gH MAN' 0w4R 1 1 i FLooR FLAN - LIaRnRY 14. 'T. G. owarl 1 1 1 1 1 To LIBRARY .4TO LEVEL Campus Parking Calculations Barry University Miami Shores Campus CAMPUS PARKING CALCULATIONS BASIS OF THESE CALCULATIONS: • Zoning Ordinance of Miami Shores Village, Florida - Reprinted 1991 REQUIREMENTS 1.0 District S-1 1.1 Permitted Uses: 2. Colleges 1.2 Off Street Parking Space MINIMUM 1.2.1 One parking space for each classroom plus one parking space for each 10 students or 1/2 of the additional parking spaces otherwise required by this section for auditoriums, whichever may be greater. 1.2.2 Auditoriums Refer to "R" district • Churches - One space fir each 4 seats Refer to "B" district • Auditoriums - One space for each 3 fixed seats PLUS - One space for each 40 square feet of floor area for mavable seating. COMPUTATIONS 2.0 Full Time Equilivant (FTE) Students Miami Shores Campus as of 12/21/92 2.1 Existing classrooms by actual records of the Registrar 80 2.2 Proposed new construction: 2.2.1 School of Natural & Health Sciences Addition • Classrooms 4 • Teaching Laboratories 7 • Research Laboratories 10 • Seminar rooms r 2 2.2.2 Samuel & Patsy Powers Building for Human Services • Classrooms 2.2.3 William Lehman Building • Classrooms • Seminar rooms Total Classrooms 2.3 Auditoriums 2.3.1 • Cor Jesu Chapel - 248 seats/4 2.3.2 • Broad Auditorium - 999 seats/3 2.3.3 • Health and Sports Center - 1500 bleacher seats/3 2.3.4 • Health and Sports Center - 8125 sf movable seats/40 Total Auditorium seating Page 1 of 2 13 6 4 126 63 333 500 204 1 11001 December 22, 1992 3157 Barry University December 22, 1992 Miami Shores Campus CAMPUS PARKING CALCULATIONS (continued) COMPUTATIONS Option "A" 1) One space for each Classroom + 126 2) One space for each 10 students 316 Total Option "A" 442 or Option "B" 1) One space for each Classroom + 126 2) 1/2 additional parking spaces reg4red for auditoriums 550 Total Option "B" 676 whichever is greater • Since Option "B" is greater it shall be the basis for the MIMIMUM REQUIRED CAMPUS PARKING AVAILABLE PARKING on MIAMI SHORES CAMPUS Location (see attached campus site plan) Parking spaces P-1 494 P-2 100 P -3 9 P-4 12 P -5 64 P -6 86 P -7 13 P-8 132 P -9 124 Total Available Parking 1034 Minumum Required Parking 676 Available Parking Exceeds Required By: • Spaces 358 • Percent ( %) 35 Page 2 of 2 Date Legal Description Owner / Lessee / Tenant PERMIT APPLICATION FOR MIAMI SHORES VILLAGE 6 -7 -94 Job Address 11300 NE 2 Avenue Barry 'University WORK DESCRIPTION Temporary FOr Test Signature of owner and /or Condo President Date: Notary as to Owner and /or Condo President My Commission Expires: ** * * * * * * * * * * Tax Folio 1/ Z '/ O o c / O Master Permit # (35179 Owner's Address Phone Contracting Co. Elcon Electric Inc. Address 3260 NW 23 Avenue Pompano Bch Qualifier James P McConchie ss# Phone 979 -5445 State p EC 000133 }unicipai # Competency # Ins.Co. Collinsworth Alter Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN Square Ft. Estimated Cost(value) / ,421'D. C WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHAN CAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate :n• that all work will be done in compliance with all applicable laws regulating - •nstruc and z•n' g. Furthermore, I authorize the above -named contractor to do the work stat 1 In Sign ure of Contrac '• r,or —Owner Builder Dat 7 ary as td Commissiot; Y � re tLL WIT' r. ._ & COMMISSION if,CC 1 EXPIRES: June 20.1997 48 , •• 8ond*d Due Hot y Public Undemitets APPROVED: Fire Other Zoning Building Electricalild FEES: PERMIT 3 � ' RADON C.C.F. NOTARY TOTAL DUE 4 C er ** Mechanical Plumbing_ Engineering - v METROPOLITAN DADE COUNTY — BUILDING & ZONING DEPARTMENT AFFIDAVIT FOR 30 DAY TEMPORARY - ELECTRIC SERVICE (To be executed by Owner and /or Tenant, Building & Electrical Contractor) It is understood that the temporary— electrical approval by the Dade County Building & Zoning Department given in connection with the building being constructed under Building Permit No 35179 and Electrical Permit No. 34686 at 11300 N.E. 2nd Avenue, Miami Shores, FL ADDRESS For Barry University, 11300 N.E. 2nd Avenue, Miami Shores, FL 33186 OWNERS is being given only for construction purposes or for testing the following installations being made in said structure: Testing of HVAC — humity control to allow installation of case work. Sub - paragraph 4501.2(c) (3) of the South Florida Building Code provides for a 30 -day maximum approval only in an URGENT NECESSITY for electric current exists. Necessity shall include the use of current for irrigation, security, humidity control, emergency power and lighting, such as for testing or construction purposes, provided the Electrical Contractor and owner does hereby agree to assume the responsibility of maintaining the installation in such a manner that there is no hazard to life and property. Such approval is in no event to be considered a release of said structure for purposes of use and occupancy, and no occupancy shall be granted or permitted until final inspections have been called for and approved by the inspection divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary- electric approval is subject to rescission and cancellation, and electric power can be cut off at the discretion of the Building and Zoning Department and will be disconnected if the build- ing concerned is occupied before final inspections are approved and occupancy permit obtained. I, en�Y I fog- ASSOC VP 'F?`ei /r 6. -f , being first duly sworn, depose and say that 1 am the owner of the above described property, and that I agree that the structure covered in this agreement shall not be occupied until the building contractor has obtained approval of final inspections. Swom an subscribed b ore me this 5 1 day of `t `C`� 19 , Notary Public, State of Florida Large My commission expires: Coat , � My Coaardan on CC370811 > ; .I t * Expire* May. ea. 1998 Rorxbd by HAI 1, James P. McGe 8O0422-1555 day of State of Florida My commission day of Stat My Sworn and subscribed before me this r' L _ Nntar y v,�Hll� JILL AARAM0WITZ MY COMMON B CC 295891 BORES: June 20,1997 Bonded lieu Way Public Undar* Rers Sworn and subscribed before me this 2nd June , 199 Notary Public, Owhi Sl � c NOTARY SEAL NDA S SAWYER * COMMISSION NUMBER 1 Q AA447794 1, MY COMMISSION EXP. u' JUNE 19 ; 1995 123.03. 87 Rev. 2/78 ® t✓ r= Gf2TUR oF c r e . ffi 13 s to y [i #'—t ✓& SIG TURE OTARY PUBLIC , being first duly sworn, depose a Electrical Contractor for the above described property and that the e ctrical ins al)ations as no safety hazard if temporary— service is connected. ICAL CONTR �. 1/ 141 Gl illt ■ SIGNATURE NOTAR PUBLI 1, James R. Stobs I I , being first duly swom, depose and say that I am the Building Contractor of the above described property and that I will not permit occupancy of this building until final inspections have been called for by the contractors and sub - contractors concerned and final approval by the inspection division obtained and that I have the authority insofar as the owner of said property is concerned to prohibit occupancy until such final inspections are obtained. SIGNATURE NOTARY PUB say that I am the ting will not create a 29 October 1993 D.F. Ludovici . P.E. Structural Plans Examiner Miami Shores Village Project: Powers Building Barry College Disposition: Approved for issuance of permit subJect to the following stipulations. 1. Special Inspector services (sub - section 305.3) are required. 2. Prior to issuance of permit. one copy of the following documents must be submitted: 'v .) Special Inspector Affidavit. b.) Engineer -of- record design analysis and z r computations. Y c.) Report of site soil investigation. 3. Prior to proceeding beyond foundation construction. one copy of the following documents must be submitted: a.) Precast concrete design documents in accordance with sub - sections 2509.1 (b) and (g). b.) Truss'roof framing plan. design computations permanent cross /lateral /diagonal bracing. etc.. in accordance with sub - section 2906.10. Dahe 7 -26 -93 ner East 390' of the west 466' of the N. 192' of the S. 460' of the SE 1/4 of Section 36, 52 S. range 41 E. of Dade County Town / Lessee / Tenant Barry University Master Permit # (,7 �� // Description per's Address C.G. ha Construction Company Address 5835 Blue Lagoon.Drive., Suite# ntracting Co. • 250, Miami, Florida 33126 .alifier Steven L. Johns SSgp Phone (305) 264 -6969 Competency # Ins.Co. Address 5310 N.W. 33 Ave., Suite 218 Ft. Lauderdale, Florida 33309 nding Company Address rtgagor Address rmit Type(circle one) )RK DESCRIPTION ate # CGC005364 Municipal # chitect /Engineer ACAI Associates c uare Pt. 25,000 r Estimated Cost(value) $50,000.00 te: tary .s /o Own-. and Commission Expires: PKOVED: PERMIT APPLICATION FOR MIAMI SHORES VILLAGE 11300 N.E. 2 Avenue, Miami Shores, Florida Phone (305) 899 -3052 Job Address Building and/or Condo (Powers Building) 11300 N.E. 2 Ave. Tax Folio // ■0 /.7i ' #" ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN Foundation .ING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND ) OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR )TICE OF COMMENCEMENT). plication is hereby made to obtain a permit to do work and installation as indicated above, and the attached addendum (if applicable). I certify that all work will be performed to meet the andards of all laws regulating construction in this jurisdiction. I understand that separate rmits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. NER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will done in compliance with all applicable laws regulating construction and ning. Furthermore, I tho i; the above -named contractor to do the work stated. o * * * ** 1 thU r . O Pvai plitettlfel cfp l/+C r s7 ak \�� * * * * * * * Mechanical Plumbing Signature o Dat ractor or Owner- Builder Notary as to Contractor or Owner- Builder My Commission Expires:- t e , S i , Q P ;d My CorasttLEiv a 2.z.I4 w ^ 5*1. 73, 3999 6onc aC 'tiro V Fain - k uren. MC; RADON gv5o C.C.F. 1 A NOTARY O D Z 10' c� Other Electrical Engineering PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date 5/ /v /94 Job Address /13°C) &°e• Z . e Tax Folio Legal Description r?Reveoe--s Owner / Lessee / Tenant > (ha t '# 5 B 434-4 Master Permit # 305 Owner's Address Phone Contracting Co. E 772--/C. Address ?; S ec) / 3 Z. S T" Qualifier /4/C1 ■ , SS #=. 3WS— Z- 33 3--0 0 / / EC aree> sac State # Municipal # Competency # 1,1/4044 Ins.Co. Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION /em/ fee_ Square Ft. Estimated Cost(value) WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. FEES: PERMIT 1 41) RADON C.C.F. NOTARY APPROVED: Zoning Signature of owner and /or Condo President Signature of Contractor or Owner-Builder Date: Date: ° i I.L1. i � Notary as to Owner and /or Condo President of y as � Contra Own_ ilder My Commission Expires: My ommiss on Exp it . '" 04 lr IPA I ':; vf ** * * * * * * * * * * * * * **•,9ii * OFFICIAL NOTARY SEAL BRIDGE"[' CULP Fire Other M Y 3 0 31C4 Building Electrical 93977 ** Mechanical Plumbing Engineering J 05/06/94 13:31 Nth! HOPO ,ITAN OAOE COUNTY — BUILDING a ZONING OEPARTWENT • • Ei CATEoojy 26 AFFIDAVIT FOR 3Q DAY TEMPQRARY•aL = :TRiC Sc.RVICE (To be executed by Owner and/or Tenottit, Quiidirtg glee:rim!'Contractor} NOTC: ELECTRIC SERVICE WILL SE DISCONNECTED " WI TROUT NOTICE" UPON 30 OAY TERMINATION UNLESS APP L 1 Geri oN i S RENEWED. It is understood that the temporary-- rtc_crtccl approval by the Dada County 3ylitdirl ,k Zoe Department given is .onnccion w the building being •o t cta • under pudding permit N 4' .4 $ and Electrical Permit No. 3 it For 1@V ��) e 1, CWNE FIS is being givers only for construction purposes or for testing the following 1lutallations being made in said structure: Sworn and subsdbed befo day of . 19 State of 1"ioti at /;er fy cornmLcsion expires: Sub-paragraph 4501,2(c) t3) of the South Florida !Wilding Code providers fora 30 y maxlntum approval only in an I+'RI"aDI'i' NECESSITY for electric current exists. Necessity shall. include the use of currant for irrigation. security, humidity control, cmcrgcncy and lighting, such as for tasting or cotucuction purposes, provided the Electrical Contractor and owner dose hereby agree to assume the rospotuibalty of maintaining the lustallgtioa in such a manner that there Li no hazard to life and Such approval is in no event to be - considered a teleoso Of saki structure for purposes of use and Occupancy, and no occupancy •$'hall be granted or permitted until final iospeadona have bean ctlled•for and approved. by the ixupccdon divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary-electric approval is subject to res43ston and cancellation, and clef :ric power man be cut off at the discretion of the Building and Zoning Department and will be diseonstected if the build - ing concerned is occupied before l bal inspections are approved and occupancy permit obtained. t) l _ , being first duly sworn. depose and say that i seer the °w ier of die above.dcsccibcd property, and that I agree that, the structure eovcr_d 14 this agreement shall not be oceupicd until site budding contractor has obtained approval of final inspections. • • , being first duly swam, depose and say that Ian: the Electrical Contractor for the above described property and that the el; ideal. rnataliations as now existing will not create a salary hazard it teniporary«•so `: �4t Swotri and bs- 'bedbe . . c • 4� .. da o Ju , r 1F` `' :a 0 � State of Flud - �'t Largo iv. `'•t(t ,,: My corunnissl9n expire= ' •, of F+ ��b y,qq p� $ wenessior bro. 0C293,77 EXP. JUNE MVO I� Sworn and subscribed befo a day be , 19 State of Flo at Large !,iy commission cxpirca: being run duly sworn. depose ousel say that t t the Building Contractor of the above described properry and that L will not ;emit occupancy of OW building until 11nel inspections have been called for by the contraccots edit sub.contrac :ors concerned and Mal apprpval by the inspecion division obtained and that t have the authority insofar as the owner of said property is concerned prohibit occupancy until such t`snal W. pacalotu are o FRANK T. RUSC}ANO My Comm Exp. 5/31 By Service "No. CC290480 Ins ru s room Meer eer SIGNATURE OF ELECTRICAL INSPECTOR DATE: c DATE RELCASED TO F,P,M K T. RUSCIANO xp. 5/31/ Bed By Service Ins No. CC29048t Ilt!i '4 NA - E , 1OT.s.RYua c LaaN T U E NOTARY P SIONAT'UR ,NOTARY PAL ■C 001 (Powers Building) Date 5/27/93 Job Address 11300 N.E 2 Avenue Tax Folio // 2A 3 ®t) /2400 East 390' of thevest 466' of the N. 192' of the S. 460' of the SE 1/4 of Legal Description Section 36, 52 S. range 41 E. of Dade County Township' Barry University Owner / Lessee / Tenant Master Permit # Owner's Address 11300 N.E. 2 Avenue, Miami Shores, Contracting Co. C.G. Chase Construction Co. Qualifier Steven L. Johns State #CGC005364 Municipal # Competency # Ins.Co. 5310 N.W. 33 Ave., Suite 218 Architect /Engineer ACAI Associates Address Fort Lauderdale, Fl. 33309 Bonding Company I Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN SITE DEMO WORK DESCRIPTION Erect temp. fence, clear asphalt, sod and trees, remove light poles and Square Ft. Si Dat a APPROVED: PERMIT APPLICATION FOR MIAMI SHORES VILLAGE fill and compact building pad. ry as to Owner and /or Condo President ssion Expires: MD( Rat WRIGHT ` "S' b.71' * FEES: PERMIT � 'd RADON 1 SS * Zoning phone (305) 264 -6969 Estimated Cost(value) 58,000.00 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authrize the above -named contractor to do the work stated. Fa-ti SA,L0,7 ature owner and /or Condo President Signature o Co tractor or Owner- Builder :5 13r0 jc( C VP 14 "-m Dat • -27- LeAl Notary as to Contractor or Owner- B u ilde r My Commission Expires: Notmy Ps6QCS, �a F °or €da M�/ � ®1f9CS1dS!Sd�6� s ��Ii � W � ;� A�} B 1 Thru Tr P•��2.o3r )977' Commission Expires * o Agin - in Eno, C.C.F. �✓ NOTARY TOTAL DUE 717/ 60 Other Electrical Engineering PERMIT # TAX FOLIO NO. STATE OF FLORIDA COUNTY OF DADE 33126. 5. Surety: a. Name and Address None b. Amount of Bond $none PREPAleeD FReD a11404 0 ,elt tl t/ttleies a" /4(4 / Ale- F C Ssib fate a My Comm. Em. 7/63 C w.! r>' .. NOTICE OF COMMENCEMENT 2. General description of improvement: Construction of Human Services building. 3. Owner information: a. Name and Address: Barer University. 11300 NE 2nd Avenue. Miami Shores. FL 33161 b. Interest in property: Owner c: Name and Address of fee simple titleholder (if other than owner): 6. Lender. (Name and Address) None Sworn to and subscribed before me this 24 day of May , 1993. My commission expires: O'14(0 93R266276 1993 MAY 27 12:27 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: (legal description of the property, and street address if available) The East 390 feet of the West 466 feet. of the North 192 feet of the South 460 feet of the SE 1/4 of the NE 1/4 of Section 36. Township 52 South. Ranae 41 East of Dade County. Florida. 4. Contractor. (name and address): C. G. Chase Construction Co. 5835 Blue La9136figrive Suite 250. Miami . Fl ®ri d® Y CERT/F t a chi, I 7 '' �y 8. In addition to himself, Owner designates of copy of the Lienor's Notice as provided in Section 7.13.13(1)(b), Florida Statutes. 9. Expiration date of the notice of commencement (the expiration date is 1 year from the date ofrecordi different date is specified): August 31. 1994 Timothy H. Czemiec / ForBa _ ,�: "s14111111/ - sir: 7. Persons with the State of Florida designated by Owner upon whom notices or other documents may be served as provided by section 713.13(1)(a)7.,Florida Statutes: (Name and address) to receive a unless a Signature of Owner NSTRUCTLQN COMP.ANi(.- f ! f { GFAEAAL_ NTRA C. TORS / NSTRUCTION MANAGERS [ilu_egoon Drive a S.uie 2.r?44. ma. 305 . 264.6 ia, 969 (305) .266- 6037; May 26, 1993 Mr. Timothy H. Czerniec Vice President for Business and Finance Barry University 11300 North East Second Avenue Miami Shores, Florida 33161 Subject: Barry University, Miami Shores, Florida Powers Building /School of Education and Social Work Phase One - Proposal for Site Preparation Dear Mr. Czemiec: Pursuant to your request, we are herewith submitting our proposal for site preparation for the Powers Building. We have attached a site plan for clarification of the work area boundaries and to help you understand the items which require immediate attention from the design team. The cost to render site preparation services is $58,000.00, including all labor, materials, equipment. applicable taxes and permit fees. The specific scope of work included is as follows: A. Installation of construction fencing. B. Removal of planting (trees /sod) within construction fence area. C. Removal of asphalt paving, curbing and concrete sidewalks within construction fence area. D. Removal of concrete light poles within construction fence area. E. Removals /capping of irrigation system piping where conflicts occur with the building pad. F. Survey of building area to establish building corners. G. Exploratory excavation of three (3) sanitary lines crossing building area to confirm pipe material and determine any relocation, revision or encasement requirements. (Relocation /revision /encasement are not part of this proposal). Exploratory excavation of transformer oil tank to determine if there is conflict with proposed building foundations (relocation /removal are not part of this proposal). After removal /relocation of storm drainage system (not part of this proposal) we will prepare the building pad area in accordance with the requirements of the Geotechnical Report prepared by Nutting Engineers dated March 15, 1993 (proof -roll site with vibrating roller) and then fill the building pad area with approved limerock fill to elevation + 12.0. • • • Mr. Timothy H. Czerniec May 26, 1993 Page Two Please note that we need input from the design team with respect to the following items before we can prepare the building pad: A. Removals /relocation of storm drainage system. B. Removals /relocation of electrical boxes. C. Sanitary system revisions. D. Removal /relocation of transformer oil tank. Upon receipt of civil engineering drawings for the above items we will advise with respect to time and cost requirements. We anticipate this proposal will meet your requirements and look forward to receiving your direction to proceed. We will start fencing installation on Tuesday, June 1, 1993 if you can direct us to start by midday, Friday, May 28, 1993. Once again, thank you for giving us the opportunity to offer this proposal. Sincerely, C. G. CHASE CONSTRUCTION COMPANY Vick Crespin KA Vice President VC /db cc: Larry Chase Steve Johns File • • • We* • snou 9 £ ' Y10,2 01831X3 ,L913SZ f7•1£ 9 '69 ,57.1 gel o X08 •A M •:_:**, • 011 Aftca Z WrlD • snou • )24,ev- . .,,..• .', , 2tAri f '. .. s, • • • We* • snou 9 £ ' Y10,2 01831X3 ,L913SZ f7•1£ 9 '69 ,57.1 gel o X08 •A M •:_:**, • 011 Aftca Z WrlD • snou • )24,ev- Date 10/6/93 PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Job Address 11300 NE 2nd AVE Legal Description Master Permit Il 0 Owner / Lessee / Tenant BARRY 'UNIVERSITY Owner's Address 11300 NE 2nd AVE. Contracting Co.C4 l 1 T 1140 ()ti -0y Address lalAW Li__ _ r IO( $ t' i arz4, Qualifiers r 1 N L SS# Phone 57743 State #C , -0006 Municipal # Competency # Ins.Co. Architect /Engineer ACAI ASSOCIATES INC Bonding Company N/A Address Mortgagor N/A Address Permit Type(circle one) Notary My Comm APPROVED: Zoning WORK DESCRIPTION POWERS BUILDING Square Ft. 1 15 ® sc? Mechanical PO l 9 Cal 13 OFFICIAL NOTARY SEAL COMMISSION NO. CC301430 Fire Buildi Plum Tax Folio 11 2136 00 0040 7 Address 5310 NW 33 rd ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN Estimated Cost(value) 'f 3,O D, CIO Cr) WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I a ize the above -named contractor to do the work stated. Signature Date: //- Notary as to Contracthr or Owner - Builder My Commission E j 4j $T r FLCIID 1R COMIUSSION EXP. MY 2O.1991 D Tiff GU Em. UG.WILL ** * * * * IYCOMMISSIOhIEXP.JUL*' * * * * * * * * ** zr1 r�� FEES: PERMIT 3I. /5 RADON C.C.F. t� )6 ' NOTARY TOTAL DUE � / I PROCESS O0,00 OtherCONCURRENCY 750,00 r / p Phone 899 -3052 €r lectrical AVE, FT LAUDERDALE Contractor or Owner- Builder Engineering ITEM ADDENDUM TO BUILDING PERMIT APPLICATION (AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS.) PLUMB BATH TUB BIDET DISHWASHER DISPOSAL DRINKING FOUNTAIN FLOOR DRAIN GREASE TRAP INTERCEPTOR LAVATORY LAUNDRY TRAY CLOTHES WASHER SHOWER SINK, POT/3 COMP. SINK, RESIDENCE SINK, SLOP TEMPORARY WATER CLOSET URINAL WATER CLOSET INDIRECT WASTES WATER SUPPLY TO: A/C UNIT FIRE SPRINKLER HEATER -NEW INST. HEATER- REPLACE LAWN SPRINKLER -WELL SWIMMING POOL WATER SERVICE SEWER CONNECTIONS UTILITY -SEWER UTILITY -WATER SEPTIC TANK RELAY DRAINFIELD, 4" TILE/RES. PUMP & ABANDON SEPTIC TANK SOAKAGE PIT CU. FT. CATCH BASIN DISCHARGE WELL DOMESTIC WELL AREA DRAIN ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM GAS RANGE METER SET (GAS) GAS PIPING ELECTRICAL MECHANICAL UNIT I FEE ITEM SWITCH OUTLETS LIGHT OUTLETS RECEPTACLES SERVICE TEMPORARY SERVICE SIZE IN AMPS SERVICE REPAIR/,ETER CHANGE APPLIANCE OURETS RANGE TOP OVEN WATER HEATER MOTORS 0- 1 HP MOTORS OVER 1- 3 HP MOTORS OVER 3- 5 If MOTORS OVER 5- 8 HP MOTORS OVER 8- 10 HP MOTORS OVER 10- 25 HP MOTORS OVER 25-100 If MOTORS OVER 100 HP A/C WINDOW AIR CONDITIONERS STRIP HEATER GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS SPECIAL PURPOSE OUTLETS COMMERCIAL SIGN TUBES SIGN TRANSFORMERS SIGN TIME CLOCK FIXTURES :) I Gays p r , ANTENNA TELEVISION OUTLETS VIOLATION RE INSPECTION UNIT FEE ITEM SPACE HEATERS CENTRAL HEATING A/C (WIND) A/C (CENTRAL) "S, DUCT WORK REFRIGERATION PROCESS AM PRESS PIPING UNDERGROUND TANKS ABOVE GROUND TANKS U.F. PRESSURE VESSELS STEAM BOILERS if WO HOT WATER BOILERS MECHANICAL VENTILATION I AM TRANSPORTING ASSEMBLIES ELEVATORS/ESCALATORS FIRE SPRINKLER SYSTEMS COOLING TOWERS VIOLATION RE INSPECT ION '10 AIL UNIT FEE care orrices Rao PLANT PONT No. 2 read. ntsscssvPS 382138 11 ii,iiiii //./6/ 1'i /i — 1/4" TYP. ALL BACKING MATERIAL TO BE SUPPLIED B.O. REFER TO DETAIL FOR CONNECTION TO WALL 1 3/16 V 1 -4 TYP. POST CONDITION NOTE We9 roll to flat off for 12" unless other- vise noted on stair plena or elevations TYPICAL ROUND WALL RAIL — 1 1/2" 0.D. TUBE 1/2" S0. /STEEL PICKET RETURN RAIL CONDITIONS STARTER CONDITIONS 3' -6" TYP. RAIL HEIGHT 1 1/2" S0. TUBE e 14 GA. TYP. PICKET SPACING SQUARE RAILING WITH 1/2" S0. SOLID STEEL PICKETS 3/4 14 GA. BACKING MATERIAL B.O. 1 1/2" 0D. 14 GA. GRAB RAIL POST CONDITION 1 1/2" OD. 14 GA. STEEL TUBE RAIL I FACTORY ATTACHED BRACKET "qr FASTEN BRACKET TO PARTITION WALL W/ * 14 TEK SCREWS 7 GA. STEEL STAMPED WALL RAIL BRACKET CONNECTION FOR STUD WALLS WITH METAL BACKING CROSSOVER CONDITIONS 9/16" ./- 1/8 3/4 BRACKET TO 'C . "\ OR SOLID CMU WRLL$t W/ 3/8" DIA. EXP. OR 3/8" DIR. 4 7 GR. STEEL STAMPED WALL RAIL BRACKET; CONNECTION DETAIL FOR CONCRETE OR C.M.U. W RECEIVED MM O 6 1994 C. C. CHASE CONSTRIJCTION CO. Puuetsi NON -SLIP SURFACE PER ASTM E303 -74 11" 1 1/2" MIN. OD. • L STEEL Tue FACTORY R .tom BRACKET " FOR FREI POWERS BU MIRMI . FL; RCAI ASSOCIATESAThpi coNnmcroR G.C.CHASE CONSTRUCTI, Wei 11041 DATE BY 1 - 4 4'• `'.:!.,i f'4ti i r i"? E779-3, STAIR SPIRAL RISE ; UNITS 53 • V T01146 Si. oi-o" ro mi.- co" tk,15 54 U? To T145 1.4.F1 .q. lff- e ". I B • •.--....... e. e 5 t: 4 ,...couC.13M 12.120 Cokic. 41..10 I I3Y 01 • bT•k • : 40.1c.p.srei 4 coL II.- ' id -T cot. rtje,;.: , • ; to! -r 1: :1 : : : • • H - - - • AIL FLow..s ' *** FLA4 s 1ST FL0012. TAIR 4 3 - 77 51141Lig oPP. WAD) • a 2, to, q 4. P00401!* merican POW :4414 ';'4A4,1Zit „ IstiomiQ!. - • assiumsassom 1111111111t Merl'111111 !/M� 1B MIIIIMMIUM SrB Sfi�l ■ssir111 i rf MMSf/ ■iceIIIIMI MUM=asr<raur KM .. IMI f•� L�N�t�1Rp�1 =tR ` E sismusaraaalunia 11111111111M111 NMI • etaras�aseessreee m � srsa u • 'C • 1/2" CL ...., ...::: • • ..t... 2 * conk: 7 • -. 1 • - I1 - FILL 13.O. • . CLOS. PTO • 118 \ 1/4 : STGR. 2 . -- LOCATIONS LOOSE "CLIP Y "d'ES43 • i . :" 1 *E MS. tr �_. .OTTEp LIME IN VIGATS STOR. CUT VA Lt. SIPE :: :.y��Z °x 1 V4) vy)I 4) 1-toLES : i ; :_ q 1 8" 1 -12 :2" �OVERLRP DECK TO CHAS (.,DECK TO CECK ARCHITECT & GENERAL CO 1. American Stair systems:„ `e i~ signed to attach to the ing steel, concrete Cf precast structure. 2. American Stair only ass , sponslbillty for moterI'a tl - -ls supplied -by AmerlcantAs t • :3. • The surrounding steep }„try i CMU, or precast structure • . be designed to Hithstopd! resultant forces transmit • by the stair materlal an{� iii 4, Any addltlonal member;fir�. gussets, braces, kickerfk that may be. rewired ar the resoonsiblllty of • stair. _ ..1.. 3/16 -X 37 'r" Pi' - . •- .- - BOLT TO SOL :: . -i- MAX: LO ; .".. I :. (rm = :1500 . ... . r ... GENERAL NOTES: Bolted structural conne<kc concrete walls or beans, been designed using " Wedge Expansion Typ ,t Any substitution the of others and must be equal to the `Hilts" A (Min. Embedment = 3 SE- CnNST!UCT T iQN CO.. POWERS 2 2.10.44 OCR' OSSOCI Con"mta O.C. CHOSE can ...... Br fi n . {;t ; 31f1S. • American'Stair° 0 sir ilr q t 11,��7 ▪ _ a — ;6 014 OF • t. 7, �:l .L.1_ A.. ... . ; . - .T. • : ■ • ! ■ ,, 1'1 —,....„ ... -.- .., . 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RIM 11111111011164111111M III 11/111111111111111 IS Nellnliall 111111111 111•111•111111111110/1111 IN = IIIIIMEMIIMMI III 111•11111A• MIMI 1111111111111N11= aavidairan MEM ' 11111111111111111E II 21116111111MM 11111111111111111111111 Mr* UM 1111181•1111111111 Illt1=111111MBOIMill 11111111111111161111111111111EXIMIE11.111 VIIHIIIMININIME111111■11131•11■11111•111111111 t• : : : : ' . - t a 51: 1 • — . is, 2 • : s: :7 I : . E 14r FLoog - . , . -..4. d r . ut..0.-0. . . . • : - 1 : . : : . I .. . : 1%1.01 $9' 16 FLL5OR -r• *.:.. . . • • ' • • .. ; . ' • • . I;L„Is I • • 1 • • • ' ' ' . • - I . : . . • • • : • Page/012 FLoo12. 5TAI 4- 3 .. (41 *4 4AILA.R WV) " I . ' I _ . • , ' . 0*-0" 1 . FLCoe SCR RSSOCIR , 4 6.C. CHIIIE RAIL LOCATION — • tort4t 140.0 , 1 1, A merlcarrStalr • POW ERS'f . a, e l . . ll `>� MEM c...... s.c. mu c i « • st,: X1 0. n � w+'ual. Kam No Dais Bt � V 06a6 "N{Y' -min 1-6-94- • 5 k.'' , Waitaki Sic-. 'ile ,. :, f '' Eti ✓: °"' • 2 2.444 4 kb • .... c °ro ". ° (t,. A�N GLES:a.. V. OleXto"_ t :C , 'y `R torn � czpgsT) Bo ' :Pbs1 To oRG:W /. & "ps LW:ERA. • Rt►it. POST' «4J tr; 4 `t q 1 . • "a 4 • NOTE • ; 4.. Splice rhgs ere'$u¢pred ,for ' 4 the ins taQers convenience :only' :f d are not required for the 2 htegrdy o theme r2 tructural system.. ;,. f `. _;,4414.14.. .7• 1 i 6 •�t • t+ sA.. w ^..n..•yPe1wM•.pYS{s ^9Tawlr�s@! `w �ai,, SU 69I i TAL WITH 5P C"ALTY ENCIPNEER Review is limited to verifying THE FOLLOVWING. CONFORMS TO D.ESiGN CONCEPT ACCEPTED i rsd TTED .S-,L1SSTAtuTIALL CONFORMS TO DESIGN CONCEPT .. 4 CCETPED AS NOTED ®xnES NOT CONFORM TO DE:iGN CONCEPT REVISE AS NOTED AND ~ , 0 UNRESPONSIVE SUM TTAL AS FJOTED REJECTED 1. The specified Structural Submittals have been furnished. 2. Submittal is signed and sealed by the Specialty Engineer. 3. The Specialty Engineer has undorstocd the ds.sign intent and has used the specified structural criteria. (No detailed check of calculations was made.) 4. The configuration set forth in the submittal is consistent with the Structural Contract Documents. (No detailed check of quantities or dimensions was made.) Notations do not constitute a Change Order and do not relieve the General Contractor /Construction Manager from compliance with Contract Documents, governing codes and regulations. Tha General Contractor /Construction Manager is solely responsible for confirming ati quantities, dimensions, fabrication techniques, coordinating work with other trades and assuring that work is performed in a safe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS FT. LAUDERDALE, FLORIDA Date. 8 -Up -14- By. —`— Y C. G. CHASE CONSTRUCTION COMPANY THIS SUBMITTPL HAS SEEN REVIEWED BY DATE 8 / 8 / 9 / _Oa A . - 16 - 11 2, t a — 1s.,`R__2.N 7 R°.. :NC. :NE "=.7=7.7; -_. 708 : .. Z`lr. POWERS BUILDING � 1 in'3 1 (sr0147 • i 1 z ersEie Jim -r j 1 ! 1 1 C 12. g i ;Ise.. c. &Jr "cLosUrzc /,11 1 2 1 /,/''R v eA.) , 4"x 4 f 8 + 1 1 I I 3u 6/4!a, / 4- \ c 6 x S. 2gcrimu e .?Z6 " 6, / C682 crk✓ 1 �\ Z I W (3x) /rr HoL e 2 _qu �', c, 3- - 3 !r n, ; I / i I 1, t' J 11 3 " �Zr, 1 2 1^ 7 Hz C% /P x i �- 1 G �6 E wa / - / ' W (z - `' cp NoLE�5 L. 't o, C. /4 C4_ -D6 w 9 e 3:35frr� 5z-". .) Ec_ iv 1 k . t , k/ /5r)FF ! i z „, \ \ \ 2- \ 2 \ RECEIVED /2. your st4ir compeny W& 06 IN4 E719 3 501/xP C.O. CHASE CONSTRUCTION CO. POWERS :F 1 1 4 G I 4 R+MER I C ..N STPIR CORP., INC. C IC^ S RLK ; L ..Zq ONE MER ` „�N ., W T t i OW SPRINGS, ILLINOIS SC4-80 (7r P) 839-5.8E0 NC. I C ATE J " X4 . 1 / Z n Lc:;7 \ j ^ I lit 4 1 1404_ DEC;u W /T,FF 2 1 I I 1 I I E i i 9 -.J -6O 4 1 + � 4 Z 10 i _ �s f 4 POWERS BUILDING ClMn,Trar,[146, � H C.8. CHASE CONSTRUCTION CO. POWERS , GE J - ►OTPL I I I 4 _ RE EI F Ai + __your stair company e `4 a 7:v 7 't I ' ‘' •/ - :NE •zi"E_F-::::N — • ;=.NC."-z, I NO. CP 4. I I ! L"\\I \ \ POWERS BUILDING \ \ ■n\i•-.:Tir.2,\--T-'!---.=--r-i-AZ-Vit,___. LORTr I I \ 1 1 I I ---:1 -. - i 1 t 1 i ; /col srel',/ker, /eft-4 / 1 --- \/0/1 \ 1 1 (I , • 1 \/0.a\ il 14 1 \ 1 \ \ \ \ \ 1 / 1 if It '' 1 L \ \ 20 i \ Gk.friLL 44 Ie., :\... \ z\ \ \ \ L \ 36c\ Art))-2/0 44 i L. \ 1 \ \ k \ 3o i \ 726 re,e,,u „,, 1 L. \ U \ \ I \ \ \ •15o \ 12,4F RAIL \ i \ I \ \ \ \ I \ \ \ 1 1 4°4° 5-12LI(L6 41* RECE4ED your stair company MAY 06 IS O. O. *CHASE CONSTRUCTION CO. POWERS • ,E779-3-60, kL' PIL11 1 7 1 77 1 7 r STRUCTURAL ENGINEER S CALC. No. /k I- .w.p) n lA o e so Pe.,F` LIVE 1 D, f) c I -a ?S!° i e 01 - 7 7 P 2 r . I,Ls N t c 4 -"1 G 6 Uw t z 'if 4t (tc6)kt0 5 Vt• g t' > to' - a a w� BEER GORSKI & GRAFF, LTD. WI NG\ G FRC' ilvet P F l f.t - ON Vtb r �• 1 0 0 k (D.1 x4-75" ' r. -ft -pi - k v c-s Tt/ ft f v t . b t oW-. 0, i t __._ T �,v -vc" tpl 4-7 2. _ } Mr 0 . 1-9 x .4)1 t 2 .a 7/1 4 , 0 7 PrAk GIN vv,l�o R - o .1-1194r -r IL; fl � � Xt 7 2 / A 41 CLIENT A' ERI C-164\1 � r» l {2° PROJECT 1 0 V 7,..P-5 • cv . 1 ■.5 1 t .00)v yci 0.17" (LI 015) SHEET No. =.O Px x41•(v - 1 1 1 I3 = v,ti3" (Q4604") MADE BY 2. J. GORSKI EEG 1 7 1993 BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS PROJECT ' OW e-f .5 L®(y. CALC. No. 94 cI)(Pcw1 of- Lt$IAD ,p (o x 5-4 5)2 0,31 ° "1 T, u-Fo y. try = ;Si O V-1-- o dp8" , t *312 CLIENT i it-76/ IAA t#ok0 8,4 0,-36 t-40 — q 3 Loon • Co 4 w tt.,-ri *GEZQE- ikt4 Geo CArt 01?"ef ,qty 140701, t ay), tAnA, Qom CON t it■iy r i / - Gtr t N- tr 3 444 tt/T V7OL7 W p 937u (1.0 t9 L %), (Di o to &1019 Lo IQ ztoorir �\¢A V A 3 cCYO — 4 \ AA O I.4t v t+ R;I.riot's ( ?2 &W /a tke \I 4 - Iso It9t00 /6c0 = 1io7 5v1.) (X. = 1 -t.0 '- No? 1, yrs ii JTa es,oCK. !! MADE BY P. J. GORSKI DATE APR 2 919 SHEET No. 1m:a atsT MST �) • BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS CLIENT b PROJECT ?VW eg-s5 6L. CALC. No. tot%) 14S-C-110 let Utz 8 tit= I4.txL4,5 18.5'8 V ek � P = 4-09Y b)ti a- + (4 tsY M Vgicg _ 0 •D$3 x Lt.5 0.3 2'L5 x c, = O L t. a(10 k Le �t•o3 ,�` ix, , r —v o 0 l's3 11 . ' '4 + \k - a c IAN - !a�w3 ' C92 I t 77 4' 6 imP*Omel.cr (ppm • C°i we e42 titaimcAsf, 12-11- MADE BY P. J. GORSKI' DATE APR 29 1994 SHEET No. �. �. �.s3�"to•�� le* EINA V4 ( 140 V/ 0; WX)6 Plcks.) ^'' �EIER TiG7,SKI � 2PkFT _ Tit1.::: : AM' ^�;:.:,ructure1 EngI.neers S : PnC��FAJI.\IC\k '.228 South Wabash Avc. Kunbcr` Chic�go, IL 60604 Misa : 312-339 7.:srSr : iro\r Datri..!=-May-94 ____ ..... -----------------'___-_ .... _-___--_-____-�L-_______-___-______-_____- __ _______________ Y:ULTT.-S7AN STEEL T:i.fEAM DESI3N & ANALYSIS Page DESCRIPTION >>RCWBSD0LZNG LAUDlN3 CHANNEL ALL SPANS SIMPLE SUPPJRT ? K ERAN LENGTH it. , 3 END FI%ITY..... Lft| 1 1 1 1 1 1 1 Fix = 2 , 1 , 0 Rt| ' 1 1 , � I AISC SECTION >> 106X8 2 C6XG.Z None K000 Nonc Nome None None -- CALCULATED! VALUES | | | | | | | | Fb - Allowable psi: 23 23 fb - Actual psi! 241 241 fv - Actual psi! 652 149 Moment 4 Left ft-k| -0.1 , " Right [t-k| -0.1 Max. Mom. @ Mid-Span ft -k| 0.1 0.0 X-Dist ft! 0.98 1.64 Shears: LPit k| 0.12 0,18 Right k| 0.76 0.05 Reactions: iPft: Dead k| 0.3 Live k| 0,1 G.7 Total k| 0.1 1.0 Right:Daad k| 0,J 8.0 Live k| 0.7 0.0 , Total k| 1.0 0.0 Max. [e{l. 4 Mid Span in| -0.000 r0.000 X -Dist ft; 1.200 1.640 --- BEAM DESIGN DATA | | ; | | | | | | UNEKACED LENGTH ft! Fy ksi: 36 76 36 74 36 36 36 76 EEDTDON AREA inI*21 2.40 2.4T BEAN DEPTH in; 6.02 6.00 BEAM WIDTH in: 1.920 1,920 FLANGE/WALL THICKiZSS in 0.343 :0,343 i4EB TICKNESS in| 0.200 0.200 I'Ii ip^4113.100000 13.100000 l-Yi io^410.6930000 0.6930000 /.T, k:5ar y` LL Spacing 1 0.511 0.511 APPLIED LOADS 1 ! | | | | } | USE LL THIS SPAN? Y/N1 Y , Y Y Y Y Y Y riN3FCRM DL klf| LL k8| PARTIAL ..... DL klf| LL k}f| X-Left ft; }Right it! TRAP,... DL @ Left k/{t| 0.05 0.05 DL 4 Right k/{t| LL @ Left kit 0,1 0.1 LL 1 Right k/it; X-Left ft; X-Right it! 3 3 R[IKT........ 2L k| 0.17 LL U 0.49 y-3 st. ft; 2.99 DL k. LL �| ANALYTICAL INVESTIGATION OF STRINGERS FOR "SPFESTAIR" AMERICAN STAIR CORPORATION ONE AMERICAN STAIR PLAZA WILLOW SPRINGS, ILLINOIS 60180 BY • WIESINGER HOLLAND LTD STRUCTURAL ENGINEERS 32 WEST RANDOLPH STREET CHICAGO. ILLINOIS 60601 312/726 -7007 INDEX I GENERAL a. Introduction b. Purpose c. Criteria II ANALYSIS III TEST VERIFICATION IV CONCLUSIONS I GENERAL: . Introduction: Mr. H. James Seegers, Executive Vice President of American Stair Corporation, retained Wiesinger - Holland Ltd to analytically investigate the structural behavior of stringers used for American Stair Corporation's "Speedstair" assembly. . Purpose: To determine maximum span of stringers when subjected to code superimposed load requirements utilizing recognized factors of safety. . Criteria: Stringers : 3/16" x 12" - ASTM A415 H.R. Risers: Type S 14 gauge ASTM A415 H.R. Treads: ' Precast concrete - 2" thick x 11" wide x 48" long Superimposed Load: 100 psf Factor of Safety on Failure: 1.7 II ANALYSIS: The plate stringers must satisfy bending and shear stresses. Limiting bending stresses for plates are most often established by a buckling failure mode. This buckling may be based on the total length of the channnels or on a local buckling condition (between vertical risers). By observation, the lateral buckling resistance of the total length stringer far exceeds the local buckling capacity. This is due to the fact the risers provide lateral support and allow both stringers to act together in resisting buckling. The local buckling condition for the stringer is somewhat complicated because of the restrained conditions offered by the welding of the risers to the stringers, thereby invalidating the simplified provisions of the AISC Manual of Steel Construction. However, this effect can be taken into account by using an effective length of the restrained span in place of the actual length between risers. (Fig.l) Figure 1 M -2- M cr ree edge top & bottom restraint at each riser (a) Actual Condition (b) Behavior at Critical Buckling Moment, Mcr. • An expression for the crititcal moment, M has been formulated 1 = F!! E I M - y G K where: L = 12.8 in. E = 29,500 ksi G = 11,800 ksi I = 12 (3/16) /12 = .0066 K t = 3 bt (1- 0.63t/b) - 3 ( 16)3 (1 - 0 . 63 x 1 = .026 in 1 12 M cr 2(3 V 29,500x0.0066x11,800x.026 = 120 in - kips per stringer = 10 ft - kips per stringer Based on a superimposed live load of 100 psf, an assumed dead load of -30 psf, a stair width of 4 feet and a safety factor of 1.7 The maximum horizontal stringer span would be: k x moment /safety factor y+ load to stringer x 120/1.7 VV 12 x 2 x 0.130 = 13.5 ft. or a sloped stringer distance of 16.5 ft. • 1. Bressler & Lin: Design of steel Structures;, table 2, P.454 --3- III TEST VERIFICATION: A test conducted by American Standards Testing Laboratories, January 29, 1971, buckled the stringer at a load of 11,500 pounds. The load was placed concentrically on the stairrun on 3 mid span tftedS. (See Figure 2) -4- The moment created by this loading s, M test = 1 X 11.5 x 3.17 (1 + 1 = 11.4 ft - kips per stringer. cr 2 2 IV CONCLUSIONS: Comparing the test to analytical M test 11.4 - — 10 = 1.14 Cr -5- Very good agreement results with the test indicating excess capacity. This is probably due to the triangular restraint condition which can be seen in Fig. 2. BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS 44 icJ PROJECT ..�G niss.tritd CALC. No. JUN 1 8 1987 SHEET No. T) 744, I 1 3 4 `5' /3 ti v 11r tic/i - r - 4 I, Gr7 CLIENT 1/11301 ; 1 %) sF 8 - (n4/5F)/ [ (6 (0)� /44 /Iz.xz c,r -1< 1 (21, &7) = 6,4.7 L -nmx z- J 5 in/ct.) = 8( 6 t L-:71: -- L eat ► OE- g vcK- c-1 A-)4 tJ s Z S r / wrcr# 12. 46; 1 . 9 1I, ZS /0 &7 l o, l7' q . 74 q a4 q ozi "10 I NHIRNE vr7 ' -4' -M , o - 744" _ SR" .c '-L [ 2 f zip 117q 4 T-3(17-' 14111- 114-- = (2o4• 7, 1 - 5 (.4 -I eel t7 Y G d n'J ASS r Ug 49v eJc-I•) %''JCS) BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS //I = '7,13 ` k- (4 - /—, x = \L8 ttu 1 w it' - 44 V B (44 z7V. -o x vA) I T uJ r7r 4+ /z Z2, D1 7 I X3N1T wlv - 14. J. SPINHIRNE DATE PROJECT 'TtzI /Jy4cfz v 4/GA/ t n cal n 5 1Opgi CALC. No. SHEtI I(o. CLIENT AM I✓32- tGA44. rAtitz. G H C&. 5P40s r-o . / 0 : 704 (3/10 s r te)lSg. - E 1 - r 1 zoo I I. S a I I- Cp 1 i f 1p, 411 /01_ .511 se 1 ,4 q ' - 5 11 , pZ / u 8. ; = 2 3'`e v 8.. ss, _ 8 , ¢ a Pf 4 ►oo 4 0 PSF St • •?3D BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS cAkoK ?u,kt, 5c,t ?o ( )c Arf �2z� 2:x L. t .} G \ A ) - ( 4 1 . ? -@ U .v' 10' - G, we ,Q uV t 9 -;o qr 1\ibt- 0\Z n O LAADE BY CLIENT A M -!z l (, 12.K1 � `'/ t R. r\nac c ZAY.tMV■ \V• PROJECT 11 P. 9 1\156R, Ni r i i n inns EObt: ac 'Irr1. RIA,A, 2.x? X3 . 0. 70 1",.. R; = “`44.19 . 10 %\ fie, Loki PMe. c,t RF o PAR. rH cSvt.,E t, t4ts Cv ?) IPP Mon r ALC. No. dilieE* 116. iJOJ Prom Cows \).-,c V s0 1 � •�, (PeR 1> ) (4(f\c.) P . Oot tM LLA A /'Sto �4 C 3 1(9" F (9„ W »' I t5 K 4c VJ CJ 41.. -s 3 1c,) � , 3 Q \Stl�'.e- -c t e - .;- eSS -rat r 4 p t ate.- Loolc.s T . 14 / b . 1'2_ S . F okovt, \to Thal BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS if Lt4 (, `(ix1 5 A LA/ 13609(1\A,-. D,0T4 In 3 I CLIENT I\ Il)6? -1(.•R4 ' 1_\ I� PROJECT •r, P , 4 6W, I CALC. No. Stiff = 3 t6 ,x1,9 0,010 tin' cp = i" 1.85"" Po = t.??40 210.3 /.24-.0 1.10 5(A (91A - 11 f H ► 131 I 5t 4 P i N ( - 0 )C. - 3 u I✓lat,1 I. Lct• N OT Tht 1 fi 1 L 0€711 t F L AG 15 - Ft - i' JF. ' P 7 ( 1 160 > I L/ —F 1 Vtiv 15 Cfr !APE ,().<\./t C01r OK- 3 K 9 x I t 5T1 I i`1 e � vJ ,�= (�1- -0 1 5'4) L -vtet -y 1 W V u Ltd= 10 roe '4 Nyek � 4 >�� tn,t�. -�- 10+ 7. 2,1 � e, 5 t-v 15 c° - � 1j �1 rk,V ' - ** \ X 1 4 = 14.1V\ 1(11.5 M _ 6)(106)p.70 _ iv D v 907 g 14 1101A- 01 MADE BY P. J. GORSKI DATE NOV 10 1982 SHEET No. > w CVO GPO? 1, _ � — l 6 � `7 K CON I p -10a- . 1 N j i ?c(7j (9ll 13i1/b . rrJO 1c7 off. 3 0 c BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS s -s ikievest. co,tJ,J trTI C',J - CaJ• 1 Gl�c. .Erl hka 04-ter-.4. Or luvi IJG o Co I dovxtex-- f6eAat ►l1G '3Tz.SS m UM>✓ Z ►I � �c c - I-04,4714- OF 1T .dSS ,14/44. D K. AZ.1 Oareg., 1--(X Tc' ,Ja t3'r TDB c 4 z5 C,35 �-� F A - Pe. $ e . 1 I J A I 4 . t 10 M »4 ,4L - ®WAS - >5V.- ,11 1Jcg, W 4/4-44 T - 4-G f 4 I SC,., MIT C 04, . l ti11 W.4.4 IJ 1.-40 11441J - r440.. - &-R- off- 4.01)c., I , 4.01JE , 1. 3 e OO GO r4) C. 1 1 /, , 14 5 r i.J 17 t .1 Ca C.� F 4 a, CLIENT A MA J PROJECT ierf c _ a jje ci rloci ° t ib 0 6 198 CALC. No. SHEET No. -A = ,/ . 66 CO . 1,04 , AZ— , `t 9 (1) /z •44 A3= , 1 - 31-(i)i ,. 131 1.6p4 x 1.81►►-' (4 G.TION MJ ° °PINHIRNI BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS l)Gt o! - /_ Z ZX // x /i4 / ,oc (4, . -,126) "2 44 0 E,754-,3.3) /14 - 1132 1 (. 8.7ti 4,5) 1__ 2'z x 1 rz x Cdfe -e- • 'I J4 or CLIENT AMet: "S774:414. Sit 1�Cr 1? cb,v J GT /off - l/36 DATE PROJECT 1`r .AR 0 6 I Tt�1�� N�7rc�J ,3014 , 5- 16 o �t l , 1 ZS �• 8� z .04 . S! t( S�- //05 '# `- K /4 (z<, to ) _ 2.33 o ./' 0.010 Otg /- tS OcT G z1 - r/41,..: nrillPF.P- i-, c.-r,,,pe.,1 fy-i-- tAJE...1_,1;7 -ro ),v 1_4)4 e76e- 0 . - _Ra. 1-e & ±3c7 ia,,. ✓Te.11. 4 . it- -, Vie- STA.G,„s 1. a I sm. e-LtvJ JTgar-r p6.Ti a,c) p. . 79u I o F ST', ., ,r ply 'Z, '1 gE,:r0 1.f' Kst 2(4030.61) ,23� I� 8l. " d w ,I/- / ,793 11 /G I44 = .7/36 , z3ca) L °. 2' 009,u3 �S ! -Q ImADIBtpiNHip CALC. No. SHEET No. i SG -z K s i 20°76 Fb = . 7S (3�� Z 27 44 )f4iC 4 L S S(Gf t -2EP 13 ' " 7 1 130 ,.pp' 1-.. 1) /J STIz. S .D - / s sq '..4d L A-E. Yo tares 57"C SS a3/ -oc-c- B Tl A P , Zo (i ) ° 020. ' `r S Jill S 1z A : To ASS O/I4 71-10 ' 7i+(' , 4pp't. LeIJC 774 woof. -tom p e. UM- Iz Et t) /1/4.X. adZ • • ors 3 c BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS /4 Cam. it- "l' t 1 W ite, Fox. ! con'F' I-N 1.-e›,417 CiZ ' 3 oo G.c>n._t" 4T D A-CPA►1, c2WM.Z. 1- C,TH +° Z" c caa. ,�.�Tl�. I..l -- �y = 3 0 c- cz,,tJG, PE417 t--��P � / r z /S ✓ _ �� f = , 07 " (,tJo2--fT c-, I S G.o J i1 - r — I •f) f 1So (tI /z) 4g. —. DIBg1 �b L ,t)4991 ..4) /all 1(. = 2.0', 4 e..st Est 7� ( 1,c, 4;x.3 14 C. g1 S e4z. `" GIG MAXI M L M eprA4 ,mootz. L..•1 t�� z► ' C.on1 1 =11• -1 t 5747 5 (tc! /c F .S) . 0747 (.0% , (pi ®«3 11�= 4O (18,o) DATE PROJECT -Ai,. - rfZ PS * lZ-IS�RSI CALL. No. 1, EETNo. CLIENT,M IJ G tZ i1 lK 11/0 = .I It 1 .D W =.I40 ( /1.z._ ei'vj 17-1 , 3 MADE BY 42(.0 747). m= . 0 111 co h= °7" P121- 30"I 6 ... (,(3(=) BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS PROJECT a , J CALC. No. 1 c. 1-1-ec_K. wax t'nUwl Sp4,J 'P 1 Z rah. J �S iZ -� /o4-(p" 1n- 7 = 3 o sl (w /O �1��5) = lbq�C�,o)''= . 8 " Ma = I5.0( ,SS4)= lei -3� 1. ZB�� ✓A eY (LI a) X 0 0 nt Fo . 3oo c.o /00 iVE. ;__04417 aovetws ,, a Aij MADE BY CLIENT Amezic i IZ J f4 G, f-D r , t � DATE /� S L Q� 1 'Z "Z SHEET No. -Z Kz/ F ,c� 3o)= 18.0 f5 ,c -rD P BoT T"a W1 2." Go�1C.fL�1 'F.1 LI- Page 49 STAIRS--Load Tables- Treads - Platforms T Span 1 Subplatform, of 12 or 10 gauge sheet steel, supported by tee es shown, or channel, angle or beam, spaced about 24" for 12 gauge, 28" for 10 gauge. Supports may be bolted to plat- form strings at ends, qr may be welded as stiffeners under subplatforms supported on continuous angles on strings. SHEET STEEL SUBPLATFORMS WITH CEMENT FILL Subplatform, of 12 or 10 gauge sheet steel panels, maximum width 24 ", sides turned up 11/2", bolted at approximately 12" centers. Angle supports on strings have vertical leg turned up. This construction method eliminates evidence of structural support on exposed soffits. Cement fill of 3" without metal mesh reinforcing is usual for platforms not exceeding 6'-0" span. For platforms with short spans 2 1/4" cement fill without metal mesh reinforcing is adequate. Cement fill dimension includes subplatform thickness. GRATING TREADS Fig. 25 -26, Page 46 GITTTT74 Bar Size Tread Length 4313/14' 2' -6" IOW 3.4" 11 /4x /I S" 4. -6" I1/2 5' -6" r GRATING PLATFORMS 7 i n11111.1 `r Recommended minimum sires of bearing bars and maximum distance between supports for treads and platforms. Bar Size Platform Span Bar Size 4 /4x 1 /B" 2'•6" I %Wu." 3'-0" I I/4x 5 /IS .. Ix1/4" 3'-6" I i /2z l /e" 1 x 3 /i‘" 4' -0" 1 Platform Span 4' -0" 5 -0" 5 %6" 6' -0" EXPANDED METAL TREADS Expanded metal treads of 4 to 5 Ib. steel have frames of angle nosing, flat back and end ban, strands of expanded metal welded to frame members. Recommended Frame Size. for Treads Nosing Angles - Back Bar . . :: End Bar Max. tread length I l /2 "z /IL 2 h "x /16" 2 -6" 2 "x1 "= ' 2 "X1/4" 21/2'•x3/4 4" 4' -0.. ' EXPANDED METAL PLATFORMS a - r:e:�.0 -,1-U .--AY-.1.-41-3-11-0- . wa ; u-.• .. u.....-11.1. I - S pa n . — Platforms built of 4 to 5 Ib. steel or 2 Ib. aluminum expanded metal supported by angles or other sections are considered satisfactory for certain service type construction. Spans must be determined on the basis of desirable deflections as shown in manufacturers' data tables. Weights Opening Size Strand Size • 4 Ib. -steel I "23 .30x.223 4.25 lb. steel 1 "x23/4" .25x.30 5 lb. steel 3 /4 "x23/4 .31x.223 2 lb. aluminum 3 /4 "x23/4" .35s.25 3 EXTRUDED :ALUMINUM. TREADS 611 4. 13 4'i Extruded aluminum tread sections with solid surface or with rectangular openings 3 "31 ", 1" bridging, depth 13 ". Refer to Fig. 27, Page 46. SAFE LOAD IN POUNDS PER LINEAL FOOT Tread Width Maximum fiber stress 10000 pounds P.S.I. :;: EXTRUDED'ALUMINUM PLATFORMS F 6. Extruded aluminum platform sections with solid surface or with rectangular openings 3 "x11/32" I" bridging, or 12/32"419/32", 1t /ii bridging, also extruded in 3 y4" and 2" depths. SAFE LOAD IN POUNDS PER SQUARE FOOT Span Grating Span 2' -0" 2'-6" 3' -0" 3'-6" 4' 0" Depth 2' -0" 2' -6" 3' -0" 3' -6" 4' -0" 570 364 253 1" 687 440 305 4" 582 373 259 1 1202 769 534 392 301 6" 620_ 396 276 202 'I 1750 1120 778 572 438 9" 800 512 366 261 200 • 1 34" 2420 1550 1075 790 605 For Cast Aluminum Treads with Abrasive Nosings. Refer to Fig. 28, Page 46. 4' -6" 5' -0" 346 280 478 387 grzzazz cizzi 2 4 5 TREAD TYPES CAST IRON ABRASIVE TREADS AND PLATFORMS H Varies 4.Minimum 101. Varies ELEVATION — TYPICAL RIB • I Spacing 4,, Spacing SECTION — TYPICAL PLATFORM Cast iron abrasive treads and platforms are cast from patterns, and are designed to support live loads up to 200 pounds per square foot, the tables below illustrating conditions for such maximum loads. For some projects, weight may be reduced by employing rib reinforcements. Relationship between metal thickness and rib reinforcement varies for different load conditions, and manufacturers data should be consulted for additional information. TREADS PLATFORMS Type Width Length Rib Size Metal Width Length Rib Size Rib Spacing 1-2-3 8 " -12" 21" — T /i 12 " -24" 21" — — 4-5 5 " -12" 42" I /2 "x1 " 24 " -36" 32" — — .... .. " 46 .. .. .. II / " 18 " -24" 39" 1 /2 "x 1 I/2" 12 " -15 as •• " " 54" % "x13" 24 "•32" 42" 3/4"s13/4" 12 " -IS" •• IS 10 " •12 " 60" 3/4"42" %" 27 "•36" 60" 3/4"42" 12 "•16" Metal 7 /i4" 714" I h" For additional information refer to METAL GRATING HANDBOOK and manufacturers data for Extruded Aluminum, Expanded Metal and Cast Iron. American Stair Corporation, Inc. One American Stair Plaza Willow Springs, Illinois 60480 (312) 839-5880 FIRE. RESISTANCE Test: AMERICAN STAIR GFRC TREAD American Stair is proud of its new stairway design innovation, the Glass Fiber Reinforced Concrete (GFRC) tread. It combines the fireproofing, ruggedness and wearability of concrete with the strength and lightweight design properties of glass fiber reinforcing. All this promotes a durable, factory finished, non- cracking concrete tread surface factory - installed in a lightweight stair unit that is easy and economical to install. As this innovation is so different and new, physical tests were conducted by nationally recognized laboratories with the following results: Testing Agency: Portland Cement Assoc. Laboratories Sample: Standard four riser SpeedStair unit with GFRC treads made per standard assembly line procedures. Test: The standard SpeedStair unit was installed in a special oven used to test atomic power, electrical fire resistance and subjected to 1600 F for . one hour. Results: No change in product configuration or reduction in strength after cool down. WEARABILITY Testing Agency: Portland Cement Assoc. Laboratories Sample: 3 each, 12" x 12" of GFRC standard treads. Tread was subject to revolving grinding stones in accordance with the procedure indicated in ATSM C779 -82, "Abrasion Resistance of Horizontal Concrete Surfaces." Results: Average depth of wear was .071" in one hour. In comparison, standard 3300 psi concrete will wear .074" in one hour. Pittsburgh Testing Laboratory Report of: Conducted at: Reported to: REPORT • Concentrated Load Test of GFRC Tread Systems Pittsburgh Testing Laboratory Chicago District American Stair Corporation, Inc. One American Stair Plaza Willow Springs, Illinois 60480 PM- CHICAGO H. Reload tread until tread surface indents; i.e., fails. 4410 W. ROOSEVELT ROAD MLLSIOE. ILLINOIS SOME 312/440 -00SO ORDER ND. CH 6919 DATE January 11, 1985 OBJECT To e ermine the capabilities and reactions of the GFRC tread standard design application under concentrated loading as required for stair treads in the BOCA building code; i.e., 300 lb. concentrated on a 2" square area in the center of the tread area. TEST PROCEDURE A. •One load test is to be conducted on each of the three .stairway samples as shown in Sketch A. Each sample unit is to be fabricated under standard conditions as shown in Sketch B. Deflection gauges are to be located as indicated in Sketch A. C. Loading is applied on a 2" square area in 100 lb. cummulative increments, noting the deflection-on the three gauges at each increment. D. At the 510 lb. load, record initial: def lection, wait . five minutes and record deflection again. E. After the '510 lb. load, reduce the load to "0" and record initial deflection. Wait five minutes and record again. ' F. On Samples 1 and 2, after the 600 lb. load, remove all load and record initial set. G. On Sample 3, continue to increase loading after 600 lbs. in 100 lb. increment until 1200 lbs. After 1200 lb. 'load, reduce to "0" load and note deflection initially and after five minutes. AU. MAORIS AR biBN.T TAO AB Tt1E CONF.k NIA p/A - ILNI Y OF to ANIS Mitt CARLIN IM HIAIL M. NS TI.CO IM'AM'S OR EAITIACTBB PIBL,NIO PINOIAS CURIA" T TIN APP :NA. AMERICAN STAIR GFRC TREAD Page 2 ANTI -SLIP CHARACTERISTICS Testing Agency: Portland Cement Assoc. Laboratories Sample: 6 each,. 12" x 12" of GFRC standard treads. Test: Test surface was subject to swing pendulum testing in accordance with procedure indicated in ASTM E303 -74 "Measuring Surface Frictional Properties using the British Portable (BP) Tester." Results: The average BP number for 12 tests was 76. In comparison, the testing agency found that lightly broomed concrete sidewalk surface was 69 and an anti -skid apoxy and grit surface was 45. The larger the number, the better the anti - slipperiness. LOAD CAPACITY Testing. Agency: Pittsburgh Testing Laboratories Sample: 3 each, standard GFRC tread 12" x 48" mounted under standard production conditions. Test: A concentrated load was gradually applied on a 2" square area in the center of the tread and tread deflection readings taken at 100 lb. increments. Results: At 300 lb. load (in accordance with B.O.C.A. Code) deflection was .024 ". At approximately 525 lb. load, deflection was .050" (tread span /240). Tread surface failure occured between 1600 and 1700 lbs. Copies of these test results are available upon request. The following technical data for the GFRC material only is from Spec Data as published by the Cem -Fil Corporation, producers of the glass fiber material: AMERICAN STAIR GFRC TREAD Page 3 Flexural Properties Proportional Elastic Limit 1000 -1600 psi Modulus of Rupture 000 -4600 psi Compressive Strength 7200 -11, 400 psi Impact Strength 57 -43 in.-- lb /in. Density 105 -130 lb. /ft. Young Modulus 1.5 -3 x 10 psi H. James Seegers 'V e President /Engineering TESTING PERSONNEL Rick Eartly Lawrence P. Zabiock M. Luellen TEST DEFLECTION READINGS Stair Sample *1 Load (lbs) 0 100 200 300 400 500 520 520 0 0 600 0 Stair Sample #2 Load (lbs) 0 100 200 300 400 500 520 520 0 0 600 0 Pittsburgh Testing Laboratory (Initial) (5 min.) (Initial) (5 min.) (Initial) (5 min.) (Initial) (5 min.) Gauge (1) 0.0 0.002 0.005 0.009 0.012 0.015 0.016 0.017 0.0 0.0 0.018 0.0 Gauge (1) 0.0 0.005 0.009 0.012 0.016 0.019 0.019 0.020 0.002 INT 0.021 0.002 HGG°poE T Date Date Date 0.0 0.014 0.028 0.040 0.053 0.067 0.072 0.080 0.011 INT 0.084 0.015 PTL- CHICAGO Initial Load - 15 lbs. 0.0 0.010 0.014 0.018 0.021 0.025 0.025 0.027 0.004 INT 0.029 0.006 4410 W. ROOSEVELT ROAO HILLSCE. ILLINOIS BMW 312/440 -0000 Initial Load - 15 lbs.' 10401 oROeR NO. CH 6919 DATE January 11, 1985 January 2, 1985 January 2, 1985 Januai1y 2, 1985 Tread Gauge (2) Gauge (3) Deflection *. 0.0 0.0 0.0 0.008 0.005 0.0055 0.025 0.016 0.0145 0.041 0.021 0.026 0.057 0.024 0.039 0.073 0.027 0.052 0.080 0.029 0.0575 0.084 0.029 0.061 0.008 0.0 0.008 0.004 0.0 . 0.004 Set 0.093 0.032 0.068 0.006 0.0 0.006 Tread Gauge (2) Gauge (3) Deflection* 0.0 0.0065 0.0165 0.025 0.0345 0.045 0:050 0.0575 0.008 INT 0.059 0.011 ALL REPORTS ARE SUERAT TED AS THE CONFOENTIAL PR0PERI V (p Cl1ENMR PURLCATION Or STATEMENTS. CONCLUSIONS OR ERTRACTB Et VIEEERVEO PENO.vO OUR W..TIEN APPROVAL. Stair Sample. #3 Load (lbs) 0 100 200 300 400 500 510 510 0 0 600 700 800 900 1000 1200 0 0 1690 RESULTS Pittsburgh Testing Laboratory (Initial) (5 min.) (Initial) (5 min.) (Initial) (5 min.) Gauge (1) 0.0 0.002 0.004 0.007 0.009 0.012 0.012 0.012 0.001 0.0 0.014 0.018 0.021 0.023 0.026 0.031 0.003 0.002 FAILURE nEpocer Initial Load - 15 PTL- CHICAGO - 4418 W. ROOSEVELT ROAD HILLSIDE. EiINOEI 1301e12 312/449 -5050 ORDER NO. CH 6919 DATE January 11, 1985 Tread Gauge (2) Gauge (3) Deflection 0.0 0.006 0.018 0.029 0.042 0.057 0.060 0.062 0.010 0.006 0.073 0.092 0.102 0.128 0.149 0.185 0.024 0.017 0.0 0.0 0.003 0.0035 0.006 0.008 0.009 0.021 0.012 0.0315 0.016 0.041 0.016 0.046 0.017 0/0475 0.004 0.0075 0.004 0.004 0.021 0.0555 0.025 0.0705 0.027 0.078 0.031 0.101 0.035 0.1185 0.041 0.149 0.006 0.0195 0.006 0.013 *Actual tread deflection is Reading 2 at center of tread minus the average of Readings 1 and 3. The average deflection at 300 lb. concentrated load was .024 ". Based on a maximum desired deflection of tread support span (12 ") /240= .050 ", this occurred at approximately 525 lbs. Note, this is based on straight line proportional calculations. Tread indentation; i.e., failure, occurred at 1690 lbs. di PITTSBURGH TESTING LABORATORY David A. Dunn, Managet Chicago District ALL REPORTS ARE SLEMATTE0 AS THE COTFIUENTIAL PROIIERI Y OF CLEN16 PL KY CATKIN LW BTATEMLNTS. CONCLUSIONS OR EXTRACTS 5 RESERVED PENDING OUR Yyi.TTEN APOIROVAL • 'MANGE / 7; L. - A.9 !/ Sae- TiPE ,• -. ...el • 6F'C T ?EAD.T?X /2X,48' 6L • 74 2269. 73>.° ° 78 Vg %q -iZ AzONG %E i . • - 1 • • /1 NosZ A-44 FiAme4 � 4)- S,r -c 8 fh _zie v/7 :=� 7dN6/6 odv7 /J1 3,vs - ,3 0 .9nd9 .-- W V -Lq J ?S „9 r -' 090107,4 ' tr ..-Yy n &'07 .bSI, zrue BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS PROJECT 1,k141)1 NCI ?CAI CALC. No. DATE Mc-4 199 SHEET No. Lef `TYFlut.l. uk-N)01 pc 14 (9P\U(.9E, ft-AM Pt9 e13` 0.c- lAa.,t)Ect - 7 - ro DEck4.11-4 4 4F 14(k (cRADE (pra) ,07g9' x LA) tc* iluts9.; F rpe, porm eF.I5Pr up lo-e-1.1 1.-1 p\ 0. % I x (- 171 - 2_ = 0 .(07/ CLIENT r■ttlalc eght P. **********************4***** *GENERAL SECTION PROPERTIES* NC. a RECTANGLE 0.08 Ei= 13.00 Y= NO. 2 CIRCULAR SEC. 0.63 0.11 FOR COMPOSITE SECliON: A= 1.1 3 Y 7= .1096 1- .010U RADIUS OF GYRATION .1521 [j UN MODULI: TOP FIBER = .051813 BOTTOM FIBER:= -. :2806A L.ukv 1 5 . 0 P •r- 55 FL-F ON StEc-V.A,4 t 00 . 4. )e /117.- O 1 01-)P4 4-e-(344-) (f7iwv-v LW'0 Dr7-ovIt) Pfth P, 001/61144 04065 LI" L. 0 I \t2- L o ,tt)v-it'R /o5c 4 5 9 woN) 0. 04 O. 00 5tAlAsti■WD D,I,VAsp V . (co 1 ("ri-) = I 5 raP, g is ?c,f ,0•01 F ,15 0. 6,1" fl4c 91000 0, 0308 Q a BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS Vt MAT le kW i 4- ■►-Mc V,N W MTh 1 4, = S X d .0 x 4-1 z x 1tig 4X- xo.0 Ct4 r Oft (40 cam , T1,0 sJ GF T = 2.5 g 0 07.U12 4.1 ' w 01 d , µ 4 v .72 1 x 4•o /.19 N I" = (oo11 t-140xI.4)13/7... 4261x ,t-f Mw = v ,v45 x14 (,491.4e0) p .(0/ ai lac-fruin ak foe (41\ C/ Dirk (A-'4 pee, L� K= ©x /ti_ 7 19 2'P a Yo% y r 'v2 s7. ;`I 1.4►3 ‘hq e4 770 cvoss z- 4 4- 1114 ,0 0" workeil visi-7. I = 0.0121n In VQ 4 (2i tt d 1 011 2�3"1 " �lw�x��.lr 3,y. t� = 1 O. = ?87 l„ CLIENT A fi9.„\(JISNI %kW-- PROJECT t1 4 'NC.j '( CA LC. No. o.31 4 - Pcfm14 kc P_ 0. '34 o1mac 7. foA9E GORSKI iggi a BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS rok. 01.)Aket/ 4fikt44 111111161160,_. MADE BY P. J. GORSKI 146-1Dtmc, Pur U 4 1991 CLIENT kiv12.,1 (414 PROJECT -trdi P99 /ti+efre•; CALC. No. 1SHEET No. - TWO x tiqa'QS a ettos t.t6 . P49 kots- tAkvos. V 1.70 7 . 4 4 4- usfithAik SKIE BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS ►41VI 1GA,J ST.4► PROJECT __A li rAJC- - CALC. No. I- c`? I cue iT i4 CLIENT MAX. I MOM dr- i P I LA 1- •T" 17,P r-A11.-1 li."4 AN 301986 SHEET No. D ZOO GoAj - re.A7-e-t7 ta.p A-7 ,40Y P ®Iti1T I1..1,J6, S/7 i•I 2 o, r . 14- acno 4-6f), -yam x ¢ r (c P I /Cl� s, (�.$ 4 — 437,4 -- 0 043 0/3lio7Z.M � l / 70,7 0 t 112 (m4 x . - C.R.A.. -ro &Alt.) , LMvok = 4M /P —40-g $)/ z G 0 Yc-1S 124- (t7.. fl) ,t -6 __ o1 .$$. (t x,8 k o'E a BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS PROJECT KAII_.Iii4S- CALC. No. P. .I Pcr -(p tt(2j -f /. Iz / 44- 7'00E- ,Z8 2 y =440"/ -re) O r t ) f - roe-sr r-o z Z SPA IlJ C..o UP r r/ 0A) m mAX , SS (, 2.6c9( , 494 f loc F��.� I•.1n �gSC�Z) K I` SI Fee' . 6C, (4() = 30,9 ox- .Pc c,,e,U-r Ars7 P. To o IU Po $r - 1°4' ")c l �� "I 0 �z �- . z9, g 3o, �-' T d poSr _. 170e- 10 OA/tr.-0PM t 1 �-- P PMT 7 POST /114 -x 1 l j ,7' CLIENT MmArx f , 7 z 4- (30e4 1 3 _ z 3 -c; tc # ,11 % 8 z� 3' 2 1- ` 74 /*0, 0 *, 060 14; 40,0= z;,ac, (c rc10 V rc.A/J -reor. M. `§I 1HIRNI DE B 261981 SHEET No. BEER SVAB GORSKI & GRAFF, LTD. I CLIENT Akiii2.3(.AN 'TAIR Ir $ TRUCTURAL ENGINEERS PROJECT r RA It- c ! A c r . N I: O 2 SHEET No. I n 2 r 3. WAIL 016 IC WOR'YT .,. — 1 03ac1ioN - - 4 -z.sr f 2. 1 4 1 4 ■4 . t>01:r tt4 PMIAOK \MAU. 1 4.* e 4t.>" 2 MAY% rka x 4. 40c7 41 15f 2 AckoT 4 (01T1tt..iz v Mmeo, = O.2'22.9 11 0 07-Cti tv) (Mom ttilif. 1,0(1>) Pt 0,49 / o2.60 = r1. "` $rfees. Ft, 1915 ri.‘ (Pelt I. 11. 4.3) /.0" MI- - 1■41:grIL % 1 7 41.0 OA* ogvc A-TT 6.t,14 mENT ro Y4 A IA- amos. OLFLE.C Of ft f0/3E1 t z 41 T-- 0 00i iv) = .11 / yvvvo Don) = 0.02e sre..,LIGteLe JOB No. Vtitq.O.kri 4T 14 Ts 0.0 ). 5,41 o. 190e . 0.9cni 2..5 0 .51 PI- .5 0 44, T-4= ,21204-o.41 e 0 o. Pt/W.1) A4 01410 x O.g4 1,25 D .4"" 2' 0 .44 Appieta pto tymcil° VF0?-.TU 1 000 kt "Tt--N INN V- .14 gt.1 p 4 7- 0. x k r:4)0 (91 P51 > 550 ?1 Rik BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS PROJECT 9 P, NIC -+ L- CALC. No. (W 4 {-tv -1J&tI - Lctw D '1`)c) k1Xbk0 •6n S X ow" o . i - '- 4g 4-1,64k,(2) m›ot ent4 a_ 1 . -�t-- T 4-017 = 3.11.`` L2 (, " /OL-1„ t --4" eM O 79x900 fr3t i pct pwce r ri___ i ___ L _____71.14 k ._. [Aott'xIss~ 0 i 6-7--. T.l. = ft,.Ltotirm ( -- ----; CLIENT A M' etc 4h \Q 2 .: 3 -e4.wL o -o I 3 q." ft. (2 3 x 0,72160 = 0 .010 ►n 1 ---; _ 8- $ 6$,02" Act L9X7 ,L= 3.0)7x L 7x.3 x 0 , qr6 0.010 5 K. NjAO BY P. J. & RSK1 Q ANTE 4 1994 SHEET No. cmcw.- 1)x, dtk,e kvre 9,1\/ 1 (h- L I too/ 061 x(9(4 t.004 p°4t Test Performed & Submitted by: Results of Tests Conducted on HILTI 3/8" TOGGLER BOLTS AND #14x3-1/2 TEK SCREW for AMERICAN STAIR CORP. Norman N. Nowosinski - Hilti, Inc. Division Engineer April 12, 1990 on APRIL 4, 1990 at AMERICAN STAIR CORP. Willow Springs, Illinois fr.6 ( t PR 1 8 1990 , • •-•,,.• 4 ' ific. • , 7■1) . :v4 Witnessed & Assisted by: Ken Berg - Hilti, Inc. Joseph Ocenas - American Stair PURPOSE Determine ultimate capacity of fasteners used to anchor wall rail brackets to double sheets of 5/8" drywall and backed with 14 or 18 gauge sheet metal (see Sheets 1 and 2 for details on rail brackets and wall composition). SCOPE • As determined by codes familiar to American Stair Corp., handrail mountings must resist a 250 1b. load. To test this, a mock -up wall was constructed and sample rails attached (see Sheets .3 through 5 for wall details) and tested in tension via welded 3/4 "0 threaded stud (see Sheet 2 for location). The anchors were tested in tension until the highest load was achieved, usually the point at which the base material or fastener could no longer sustain any higher load. All this was done in order to simulate loads on the rail in actual useage, to assure that the anchorage could sustain the loads with the addition the 14 and 18 gauge backing sheet metal to increase bearing area on the drywall. TEST EQUIPMENT AND PROCEDURE All anchors were loaded via rail bracket and weld threaded stud using an Enerpac RCH -121 12 -ton hollow core hydraulic ram (see Sheet 6 for test equipment set up). Readings were taken on a 0 -2000 psi gauge, directly in psi, and converted to lbs. of load using the following formula: Load (lbs) = Gauge Reading ( /in x *Surface Area of Ram Piston (in *a constant figure, 2.75 in per manufacturer. PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date % Job Address /!3O AJ°Ee Zeki 4 r/g Tax Folio //2-/ 36. 0®®®'-4 `7l Legal Description Svv 14 OF 1/ EAo Owner / Lessee / Tenan Master Permit it 3 5 / 8 8 Owner's Address /13W Awe ' i clAtt Slither% Phone yeri_m3OO Contracting Co. E ‘2. iC Address APPROVED: Zs Su.) / � ss" Qualifier C ; a , e - T / e ' e l e SS# / 3 0 S - 233 -° / State 4 WeN93 Municipal # Competency 4/ //06 Ins.Co. Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRIC PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION �� L,/ /mac rz Square Ft. Estimated Cost(value) 0 ®C�0 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SOMA!' RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. of owner and/or Condo President Si Signature f wn / Signature Contractor or Owner- Builder Date: Date: Notary as to Owner and /or Condo President No rya to Contr Own My Commission Expires: My Comm .sion Expires: ** * * * * * * * * * * * * i * * ''', , FC ® � 3 tr * ** O CAL 1':DIARY CEA!. Q A FEES : PERMIT !7 ° ) 14°66 RADON C . C F � NOTARY CC t em .,, � r Fire Other Zoning Building Electrical Mechanical Plumbing Engineering DATA ANCHOR TYPE: 3/8" Toggle Bolt BASE MATERIAL: Double Sheet 5/8" Drywall with 18 Gauge Backing SAMPLE # - . GAUGE READING (psi), i . ULTIMATE "TENSILE" LOAD (lbs) 1 500 1375 2 500 1375 3 500 1375 4 200 550 5 305 825 6 No Reading ANCHOR TYPE: 3/8" Toggle Bolt BASE MATERIAL: Double Sheet 5/8" Drywall with 14 Gauge Backing SAMPLE # 1 - 300 825 2 300 825 3 260 715 4 280 770 5 ' 180 495 6 260 715 ANCHOR TYPE: #14 - TEK Screw BASE MATERIAL: Double Sheet 5/8" Drywall with 18 Gauge Backing SAMPLE # GAUGE READING (psi) i ULTIMATE "TENSILE "LOAD (lbs) GAUGE READING (psi) ULTIMATE "TENSILE" LOAD (.lbs) 1 60 165 2 280 - 770 •3 260 715 4 260 715 5 100 275 6 360 990 ANCHOR TYPE: #14 - TEK Screw BASE MATERIAL: Double Sheet 5/8" Drywall with 14 Gauge Backing SAMPLE # GAUGE READING (psi) 1 500 1375 2 300 825 3 Screw failed in bending 4 380 1 1045 5 320 880 6 320 880 ULTIMATE "TENSILE" LOAD (lbs) COMMENTS AND CONCLUSIONS 1. The average ultimate load of the 3/8" Toggle with 18 gauge backup was 1100 lbs. If a Factor of Safety of 4:1 is applied, a safe working load of 275 lbs. is obtained. 2. The average ultimate load of the #14 TEK Screw with 18 gauge backing was 605 lbs. If a Factor of Safety of 3:1 is applied, a safe working load of approximately 202 lbs. is obtained. 3. The average ultimate load of the 3/8" Toggle with 14 gauge backing was 724 lbs. If a Factor of Safety of 4:1 is applied, a safe working load of 181 lbs. is obtained. 4. The average ultimate load of the #14 TEK Screw with 14 gauge backing was 1001 lbs. If a Factor of Safety of 3:1 is applied, a safe working load of 334 lbs. is obtained. 5. Note that a Factor of Safety of 4:1 is used for the Togglers since the mode of failure tended to be excessive deformation of the drywall base material (minimum recommended Factor of Safety for base . material failures) . 6. Note that a Factor of Safety of 3:1 is used for the TEK's since- the mode of failure tended .to be the yield of the 14 and 18 gauge • material (minimum Factor of Safety for steel failure) . 7 . in the case of the Togglers, all failures were associated with splitting and cracking of the drywall. Not once did the Togglers fail completely, nor did the rail bracket come loose from. tlie wall, but only could not withstand our increasing load. 8. Conversely, the TEK Screws did, in all cases, fail the base /backer ,sheet metal at the sheet /thread interface, so that the bracket was unattached at failure. 9. Note that Notes 1, 2, 4, 5 refer to Hilti's normal Factors of Safety applied to general loading situations. If so determined, a lower Factor of Safety can be applied, given definition of loading as infrequent, short -term, or non - critical; or definition of the anchorage as non - critical or non -life threatening 'and is the sole responsibility of the designer of record. L�U'Uil� AN ET AI ET AN AR ST_D_LW_ALL_RA1L . _BRACK E T • D , .APR :5 '90 11:59 FROM AMERICAN STAIR CORP. AM IEROg AN ET 1 Al AN 0 AR 0 2" x MIL. TRACK SECTION TOP & BOTTOM 4 "xZ6a. MIL. STUD TYP. 3 /4 TN RCM E STUD STD. WALL RAIL BRACKET 48" O,C. 2 LAYERS OF 5/8" GYP. BOARD 14 GR. OR 18 GA, BACKING MATERIAL 6" x 16 3 PER RAIL SECT. TYPICAL CROSS SECTION OF RAIL WALL SHEET #2 PAGE.005 • 1 t5. 16" STUD LAYOUT I 16" tz-cr • 26" 16" 16" M 1 1 1 1 1 15 I" r -♦-- Po BACKING PL LAYOUT 48' 4B' i .14 1 11 11 11 11 1 1r 11 1 11 1 11 11 11 11 1 11 11 11 . 11 1 11 11 11 1.1 1 11 11 11 11 1 11 11 11 11 1 11 11 11 11 1 11 11 1 11 1 1 I1 11 11 1 11 11 11 11 1 11 11 11 11 1 11 11 11 11 1 11 11 1I 11 1 11 11 1 11 1 11 11 11 11 1 11 11 11 11 1 11 11 11 11 1 11 11 11 11 1 11 11 11 •11 1 11 11 11 11 1_1 - - - - L.1.,- - -1. 48" 1 1 1 1 1 1 1 1' 1 1 1 1 1 1 1 1- 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 I I $ 1 1 1 I i DRYWALL LAYOUT 0 t 1 4 v 0 E1.►E1 '! \C. l2 0th HDLLD J CARE HyDRAUuC Rawl WDOD 4L4c.KINy 2_ TR1 Q0D 14NO/JON iivno5 f S1i7HS OOL 68C'L� r iarnDS f S1iiH4 001 Let'LP 'N iirno f SLURS Of IBt•L► J 0-2.000 P5k 4uac 1 14 11 0 11-1REgDt1 PLOD 3� n J 14 c cOOFL P. 'iviREAD D slu WEL•EDfo RAIL 8pnckrr AN CN Oyk CTYRSum rwl, \lL PASS r` ba kA��1 PurAP a a BEER GORSKI & GRAFF, LTD. STRUCTURAL ENGINEERS 228 S. WABASH AVENUE, SUITE 700 CHICAGO ILLINOIS 60604 312 / 939 - 7007 FAX: 312 / 939 - 7014 April 25, 1990 Mr. Joseph Ocenas American Stair Corporation One American Stair Plaza Willow Springs, IL 60514 TYPICAL STAIR DETAILS HANDRAIL WALL BRACKET Dear Joe: 3/8" toggle /18 ga. 3/8" toggle /14 ga. #14 TEK /18 ga. #14 TEK /14 ga. ROBERT H. BEER PAUL J. GORSKI HOWARD C. GRAFF EDWARD J. SWIERZ DONALD E. VEST As you requested I have reviewed the data/you forwarded to me relative to the load tests which were carried out on mock -up hand railing installations. The purpose of /the load test was to establish the ultimate load capacity /Of the installations from which safe working load capacities could be determined. A copy of the report is enclosed. Four separate installation conditions were tested, in each case six tests were carried out. As outlined in the report, the conditions of installation uplicated those typically encountered in a standard installation/ A typical handrail section was secured to a stud wall with standard wall brackets a 4' -0 spac- ing. The variation in the four conditions tested was in the anchor used and the b material. The four conditions in- cluded the use of either 3/8" diameter, "Toggler ", toggle bolts or #14 TEK screws, both as manufactured by Hilti, Inc. with either 18 ga. or 14 ga. steel back -up material. The tests were performed by a representative of Hilti, Inc. in your presence. In evaluating test results we discarded the highest and lowest value,S for each condition and averaged the remaining values. The results of that operation yielded the following results: A chor /Back -up material Ultimate Load Capacity 1192 lbs. 756 lbs. 619 lbs. 1403 lbs. Mr. Joseph Ocenas TYPICAL STAIR DETAILS HANDRAIL WALL BRACKET Using the lowest value of 619 lbs. as a total ultimate load capacity, assuming a required safe load capacity of 250 lbs., the resulting factor of safety against failure is approximately 2.5. The report discusses factors of safety of 3 or 4, however, values of this type are normally applied to anchors used in permanent installations supporting sustained dead and perhaps live loads. Considering the fact that the load which would be imposed on such a railing system is of a temporary nature, it is our opinion that the factor of safety provided is adequate. It should also be noted that the test load was applied to a single bracket, thus in a typical installation, the actual factor of safety would probably be greater due' to the fact that it is unlikely that all brackets in a given length of rail would be subjected to the maximum load simultaneously. Under any given concentrated loading at a single point the railing has a stiff- ness which gives it the ability to distribute a percentage that load to adjacent wall brackets. The test was conducted for a load acting normal to the face of the wall. As prescribed by most codes the railing force must be assumed to act in any direction, however, for loads acting on the rail at an angle of less than 90 degrees to the wall surface it can be shown mathematically that the resulting tension in the anchor will be less. Thus the test considered the worst possible load case with regard to the anchor and backing material. In conclusion, although a member of this firm was not present for the execution of the tests, assuming that the results have been accurately reported, I believe that the tests indicate the stand- ard wall bracket and attachment to be acceptable with regard to building code requirements for the design of that attachment. I remain available to answer any questions you may have regarding this matter. If you should have any questions, please call. Very truly yours, GORSKI & GRAFF, LTD.. Paul J. Gors Principal PJG:td Enclosure April 25, 1990 Page 2 • BEER GORSKI & GRAFF, LTD. DATE NO. Date. C. S SUBMIT CONSTRUCTION B COMPANY 7H REVIEWED SIDE M TTAL WITH SPECIALTY EN IPIEER ONFORMS TO DESIGN CONCEPT ACCEPTED AS SUBMITTED UBSTANTIALL'/ CONFORMS TO DESIGN CONCE=PT . O DOES NOT CONFORM TO DESIGN CONCEPT REVISE AS NOTED AND RESUBMIT ID UNRESPONSIVE SUBMITTAL AS NOTED REJECTED Review is limited to verifying THE FOLLOWING: 1. The specified Structural Submittals have been furnished. 2. Submittal is signed and sealed by the Specialty Engineer. 3. The Specialty Engineer has understood the design intent and has used the specified structural criteria. (No detailed check of calculations wP „s made.) 4. The configuration set forth in the submittal is consistent with the Structural Contract Documents. (No detailed check of quantities or dimensions was made.) Notations do not constitute a Change Order and do not relieve the General Contractor/Construction Manager from compliance with Contract Documents, governing codes and regulations. The General Contractor /Construction Manager is solely responsible for confirming all quantities, dimensions, fabrication techniques, coordinating work with other trades and assuring that work is performed in a safe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS FT. LAUDERDALE, FLORIDA b -II.• - 14 B mat) 1 11 August 1993 MEMORANDUM TO: Miami Shores Village, Building Department FROM: D.F. lu4gvici, P.E. , SUBJECT: Structural Review of Permit Application POWERS BUILDING FOUNDATION CONSTRUCTION ONLY FINDINGS: Approved as submitted subject to: a) Furnishing design /shop drawings of composite prestress construction prepared by and bearing the signature and impressed seal of a professional engineer and approved by the engineer of record. b) Threshold building inspection services according to Florida Statutes. 1 Air Cond. FINAL chow Map No.J.17 r BUILDING Tie Beam Framing PLUMBING Temporary Toilet Septic Tank ELECTRICAL Temporary Service SPECIAL ' Sidewalks and Clean-Up 6/o 40 S/3/cq THIS CARD MUST BE DISPLAYED ON FRONT OF JOB. Yard Spaces Sheathing Slab Rou Fixtures Rough Ducts Owner /94, Contractor Lot Subdivision Address rry Block NOTICE: All Sub-Contractors Mu Obtain LICENSES and PERMITS Before Work is Started. No Work on Sunday No Work Before 7:30 A.M. No Night Work. Foundation Roofing Final , 0 Top Out and T A e t Mures Final Serv. Pool—Floor Walls Mechanical Slab NOTICE TO BUILDER: Protect This Card and Return To Banding Department For Certificate of Occupancy 1 i. v 11' S- t August 10, 1994 Frank Lubien, Director of Code Enforcement Building; and Zoning Department MIAMI SHORES VILLAGE 10050 Northeast 2nd Avenue Miami Shores, Florida Re: Powers Building - Barry University Project No. 92 -018 GO1 Dear Mr. Lubien: It was nice meeting you this morning. I want to take the opportunity to thank you for the time you afforded us for a short meeting today. Freddy Ulloa of Barry University, Diana M. Yankee of Chase Construction and myself truly appreciate it. During our meeting, the following items were discussed: 1. The relocation of the WASA water main at the sitework. This will cause that a small portion of the site will not be finished but it is agreed that this will not be an obstacle for the issuance of the certificate of occupancy upon reception of all final inspections. 2. The documents that you will require at the time of the final inspection are as follows: a. Letters from the architect and engineer certifying that the building has been completed in accordance with plans and specifications, and in conformance with all SFBC and all other applicable codes, b. As -built survey and elevation certification, c. Final sign -off card from the Fire Marshal, Electrical and Plumbing Inspector, and d. Copy of the Mechanical Inspector's final sign off from the set of permit plans, which will be acceptable. As agreed once all of these are obtained, Chase Construction will call you for the final building and site inspection which will give you the opportunity to verify that the landscaping, parking and sitework has been done in accordance with the revised plans. cai a cia es, incorporated architects /en y a /roofing consultants /interior designers/ aac 001323 • eb0004379 5310 n.w. 33nd aven • suite 218 • fort lauderdale, florida 33309 -6300 • telephone (305) 484 -4000 / fax (305) 484 -5588 Frank Lubien, Director of Code Enforcement Building and Zoning Department MIAMI SHORES VILLAGE Powers Building - Barry University Project No. 92 -018 G01 August 10, 1994 Page 2 Should you need further information, please do not hesitate to call. Sincerely, ACAI ASSOCIATES, INCORPORATED or R th C. ' oebel, CDT, CSI Project Manager cc: Freddy Ulloa -- Barry University Chad Griffin -- Chase Construction File /JJG/RCG -- ACM Associates, Inc. mac:92- 018:PT:LETTERS:Ltr. -F. Lubien 8/10/94 cal architects /en 5310 n.w. 33rd aven August 12, 1994 Frank Lubien, Director of Code Enforcement Building and Zoning Department MIAMI SHORES VILLAGE 10050 Northeast 2nd Avenue Miami Shores, Florida Re: Powers Building - Barry University Project No. 92 -018 GO1 Dear Mr. Lubien: This letter serves to advise you that, based on our observation of the construction of the above referenced project, it is our opinion, to the best of our knowledge and belief, that the building has been completed in general compliance with the approved plans and specifications, and as required by the South Florida Building Code, Dade Edition, Life Safety Code and all other applicable codes. Sincerely, • • A OCIA ., INCORPORATED esident otilla, Jr., AIA cc: File /JJG /AJC/RCG -- ACAI Associates, Inc. mac:92-018:PT:LETIERS:Ltr.-F. Lubien 8/13/94 cia es 1 c® orated /roofing consultants /interior designers / aac 001323 • eb 0004379 • suite 218 *fort Lauderdale, florida 33309 -6300 • telephone (305) 484 -4000 / fax (305) 484 -5588 1 :CO1.R! COMPANY. ► ^ c EN�ithAL - i • Cf N f T QIST t i. • .,E t ` • -t •t "' CC CHASE CONST. POWERS 7596516 August 10, 1994 Miami Shores Village Building Department 10050 NE 2 Avenue Miami Shores FL 33161 Attn: Mr. Frank Lubien, Director of Building and Zoning Subject: Barry University Powers Building, Certificate of Occupancy Sincerely, C.G. Chase Construction Company ana Manning Yankee Project Engineer Freddy Ulloa, Barry University Ruth Goebel, ACM Associates Chad Griffin, Chase Vick Crespin, Chase Chase Office file P.01 Dear Mr. Lubien: 1 would like to thank you for taking the time lf meet the Uiloa of of the WASA Ruth Goebel of ACM Associates and my today to discuss water main at our jobsite. We ai?pj�sia ®ions have been received, understanding ev th a email certificate of occupancy once all final p area of the sitework will not be completed due to the water main relocation (being done under a separate permit). ime We anticipate that all subcontractor's inspections 'so that final by early next conPrm that�landscaping we will call you for a final building inspection you has been installed as per revised plans. As requested, we will provide the following items to you at that time: 1. Letter from architect certifying that the building has been completed In accordance with plans and specifications, and conforms to all applicable codes. 2. Letter from structural engineer stating that the building has been completed d in accordance with plans and specifications, and conforms to all applicable codes. 3. Permit card signed by electrical inspector, plumbing inspectors and fire marshal. 4. Copy of mechanical inspector's final sign -off from permit set of plans. 5. As -built survey and elevation certification. if you require any additional information, please let us know so that we can have it ready for you when you come to inspect next week. No. Lot 2003 Powers Building (offices and classrooms). Approved use by occupancy Remarks: Permit No. 35188 _I lUlaye BUILDING AND ZONING DEPARTMENT 0030 N.E SECOND AVENUE MIAMI SNORES. FLORIDA 33138-2332 TELEPHONE (305) 795-220 FAx (305) 756 -8972 CERTIFICATE OF OCCUPANCY Owner, Agent or Tenant of Building . wry University Block Subdivision Street Address 11300 N.E. 2 Avenue, Miami Shores Offices and classrooms NtA414, Date August 24, 1994 This Certificate of Occupancy is issued to the above named der for building at above named location only upon the express provision that the applicant will abide by and comply with all conditions of Ordinances Nos. 92, 93, 94 and 97, known as the Zoning, Electrical, Plumbing and Building Ordinances of Miami Shores Village pertaining to the erection, construction, alteration or remodeling of buildings or structures. FRANK LUBIEN, DIRECIORBUILDING DIVISION No. 2003 [tc�cyu Gccrea 7/ tLze. BUILDING AND ZONING DEPARTMENT 0050 NE SECOND AVENUE MIAMI SHORES. FLORIDA 331313-2382 TELEPHONE (305) 795 -220 FAx (305) 756-8972 CERTIFICATE OF OCCUPANCY Owner, Agent or Tenant of Building Barry University Powers Building (offices and classrooms). Lot Block Subdivision Street Address 11300 N.E. 2 Avenue, Miami Shores Approved use by occupancy Remarks: Permit No. 35188 Offices and classrooms q ua. Date August 24, 1994 This Certificate of Occupancy is issued to the above named Owner for building at above named location only upon the express provision that the applicant will abide by and comply with all conditions of Ordinances Nos. 92, 93, 94 and 97, known as the Zoning, Electrical, Plumbing and Building Ordinances of Miami Shores Village pertaining to the erection, construction, alteration or remodeling of buildings or structures. FRANK LUBIEN, DIRECTORBUILDING DIVISION No. Lot 2003 BUILDING AND ZONING DEPARTMENT ;0050 N E SECOND AVENUE MIAMI SNORES. FLORIDA 33138-2382 TELEPHONE (305) 795-2204 FAX (305) 756-8972 CERTIFICATE OF OCCUPANCY Owner, Agent or Tenant of Building fir' University Powers Building (offices and classrooms). Date .August 24, 1994 Block Subdivision Street Address 11300 N.E. 2 Avenue, Miami Shores Approved use by occupancy Offices and classrooms Remarks: Permit No. 35188 This Certificate of Occupancy, is issued to the above named Owner for building at above named location only upon the express provision that the applicant will abide by and comply with all conditions of Ordinances Nos. 92, 93, 94 and 97, known as the Zoning, Electrical, Plumbing and Building Ordinances of Miami Shores Village pertaining to the erection, construction, alteration or remodeling of buildings or structures. quz., FRANK LUBIEIT, immxmoR BUILDING DIVISION a- Y / R Sl P`ta744 ' y I -7 / /y /gy, / *• r 1 KEY PLAN SECTION "1 FIRST FLOORP 8 H s s r T I T L X ASSOCIATES; INC ARCHITECTS • ETttiINEERS ROOFING AND DESIGN C O N S U L T A N T S AA Coolsss • Is O- 4-O4,1Ts 6310 N w' 33 R D AVENUE 8VIT20 810 • FORT LATJDERDALE., FLORIDA 33300 •- PS (300) 404 -4000 GO 1 92G1tt P R O J i C T H O 11 7 E 1 AC1s r 1 3 1 * ? A B 1[ _s ! s K s 5 x $ " i C 1 copulas? 19f 1 IT .CAI ,ssOQ.Tis. INC. Prepared By Identification Copies Description A.i. r,- 54 r ¢ AC- to 6 DaAjwl, A, ( A5 -e' -r zA vJlfAIc 5 cy-F v D P X6 5 ,e u' b,,IG (s - .5 *7c /3 A-AO Hof 13 , 14: V y vAt 1 V. /VGA r 6v2VE y cA /-ri '9/ 5t f— X6 ) ... t2EV . '7► �� E. L>,V4Tlc C, .r � i47�! 4, 2 s /A(Y 4- 4 3 'e ,AT s C.G. CHASE CONSTRUCTION COMPANY 8491 NORTH WEST 17TH STREET SurrE 101 MIAMI, FLORIDA 33126 (305) 597 -8700 • FAx (305) 599 -9433 TRANSMITTAL OF DRAWINGS, PRINTS, ETC. JOB NO 067 DATE 63//eA51 TO M i AM ( G# E3 P>vi CD/A6 JOB Roy./ 6,e6 ,Bti/ c.D /tile t Zo J, N& DfA4 - 7 .rM.E 741 6A/2.,2. `r /lic V& 5/cr( MN ! F ZA/4 K7 Lag t6N Gentlemen: We are forwarding rewith the following: un er seprate cover These are sent for the purpose checked below: ❑ Approval ❑ Returned for Correction ❑ Returned Approved 2r - A6 reF 0 ,F,5 Fes- 5/670rz, Copy and Very truly yours, To F( C.G. CHASE CONSTRUCTION COMPANY By MEMBER: FLORIDA SOCIETY OF PROFESSIONAL LAND SURVEYORS' AMERICAN CONGRESS ON SURVEYING AND MAPPING Mr. Frank Lubien, Director Building & Zoning Department Village of Miami Shores 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Dear Mr. Lubien: This is to certify that the finish floor elevation at the new "Powers Building" at Barry University is Elevation 12.10 feet, N.G.V.D. Finish Floor of adjacent building, "The Rotunda ", is elevation 11.78 feet, N.G.V.D. The National Flood Insurance Data is as follows: Community No.: 102652 Panel No.: 0092 Suffix: Map Date: Zone: (Signed) , C . ) HOWARD C. AMBLE Registered Land Surveyor No. 1683 State of Florida. cc: Chase Construction Co. Ref: Order No. 10827 A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS HYDROGRAPHIC SURVEYORS 620 N. E. 128TH STREET NORTH MIAMI, FLORIDA 33181 August 16, 1994 Re: Powers Building Barry University TEL: (305) 891-7340 FAX: (305) 893-0325 n March 2, 1994 "X ", (which indicates area determined to be outside the 500 -year floodplain. Vice Pres. r 4 if August 12, 1994 Frank Lubien, Director of Code Enforcement Building and Zoning Department MIAMI SHORES VILLAGE 10050 Northeast 2nd Avenue Miami Shores, Florida Re: Powers Building - Barry University Project No. 92-018 G01 Dear Mr. Lubien: This letter serves to advise you that, based on our observation of the construction of the above referenced project, it is Our opinion, to the best of our knowledge and belief, that the building has been completed in general compliance with the approved plans and ions, and as required by the South Florida But7ding Code, Dade Edition, �ty Code and all other applicable codes. Sincerely, Co IAA INCORPORATED r., AIA rde/JIGfArC/RCG — ACAr Associates, Inc. inac:92- 018:PT:IETrERS:L,tr. -F. Lubien 8/13/94 es s incorporated / ng coisnita/ inter1ordesignco hacool373•eb0004339 53tOavr.33davenve •'slime 2I$ •fortlaudetd1k; &Met 33309.6300 4. tdephoee(305) 494.40001f x(305) 484.55$$ • JOB NO TO Gentlemen: To C.G. CHASE CONSTRUCTION COMPANY TRANSMITTAL OF DRAWINGS, PRINTS, ETC. DATE q//2/9q JOB t G 74 , r2pcN,K. L We are forwarding These are sent for the purpose checked below: ❑ Approval ❑ Returned for Correction ❑ Returned Approved 1$ For you is o 5Die2 Copy and 8491 NORTH WEST 17TH STREET SUITE 101 MIAMI, FLORIDA 33126 (305) 597 -8700 • FAX (305) 599 -9433 er seprate cover } the following: Prepared By o/ ■i /1-6444 /r Identification No. Copies Description Very truly yours, C.G. CHASE CONSTRUCTION COMPANY By `BAkky 'rrr FORM 000 4.93 Non•Reuld•ntlal BuIldingll PROJECT NAME: POU1t44 P U I L 61 NCI ADDRESS: BR CITY, ZIP CODE: MIAM L. IIUILDER, ' 161 OWNER: WALLS TYPE U Cuncteh1 (CIS) Wuoa home stoat name Insulation 1I-value LIGHTING KW: Q r 4 , COMPONENTS AREA 16221 SECTION CHAPTER 8 COMPLIANCE: Widget (labia 11.11 3 J O Building MUTUISF. coruiuunud sq II : ________414 00 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CHAPTER 8 • SIMPLIFIED ANNUAL ENERGY METHOD ADMINISTERED BY THE DEPARTMENT OF COMMUNITY AFFAIRS ALL CLIMATE ZONES ROOFICFILIN0 TYPE U + AREA unaes dlhc Single Assembly Other: Insulation R•value BUILDINGS INFORMATION TYPE ZONE: Slalrunytade Raised Wood Naiad canciele Insulation ft-value FLOORS AIR CONDITIONER TYPE Vi uiait t hoal Pump •60.00001u/h SEER `6s,o00 atant 10 EER IPLe' (�93 Wats/ Cornea EER WIN Evaperasvely Cooled EE11 P1AC EER Craves COP IPLV Gum: EIIIK :IF.NCY TONS SYSTEMS INFORMATION HEATING SYSTEM TYPE HOT WATER tincuic Retustanee Una Heat Pump ❑ Gas Natural ❑ LPG ❑ On ❑ HHU ❑ Omni Duct R•vslu•: 4. TYPE Curling & Huai Pump < 65,000 Bean a 65,000 81u1n Waist cooled Evapotauvely Cooled Etucutc Resistance GUIs /Od (click, ono) < 225,0001300,000 Muth a 226,0001300,000 Muth EFFICIENCY UTUIH HSPF COP COP COP COP 5 1117 Af E PRESCRIPTIVE MEASURES (Must be met or exceeded by all buildings.) Compliance wan Chaplet a was demOnsIraled by a Piescnphve Measufes melnoaology 01 by Dual Calculation. 801.2 Supetmafkets 8 809.2 Basic Features 807 3 HeSIaulanls I109 3 Dual Calculation 807 4 Kitchens Nudirt NEOUIf1EMENT S BUILDINQ CLASSIF CATIONS : r7 F 1 GE 0 t� BUILDINQ PERMIT NO.: '3 J PERMITTING OFFICE: JURISDICTION NO.: D -41 U gum (MU aJC� J Q AREA 74035 TYPE Wuua 1I51a1 Insulated bitten DOORS U W4►ut Futures 504 5 Water how rusuictua 10 maximum 013 gpm al 110 pstg. hu ma*lmunl 3.6 gallon flush. PuUIIC lavatory hatute maxurunt Iwve 01 .5 glen of .5 gallon a has sell-closing valve. Lighting 505.1 Mammon) Barash Enicoey Factors are hsIud in Table 5.14. GO GLASS AREA �t. TYPE Senile, wall Double, wall Seigle, 1001 Double. loot AREA 43 CHECK wirwuws 602 4 Mdxlniuni ul 3) CAM put Id.uat 1001 0l upuldblu sash clack. Cows _502.4 Maximum oI 1.26 cite put uluate lout al dour arua. ki Joints/Cracks 500 4 To bu caulked, Qaskutud, wualluusunpped or omenvise sualud x 1 U11.IAI 603.3 Supply our rusltwYed 10 sum cot V l duck 1•mpuralute to meal toad 01 wOrSI Case Z00e. ReSlstanCe reheat prollobed V I 1 50 h ream Supplied with al.cnssiule switch lot slue oh atlur0i of nw r a ctw t X unli a ton 503.4 v u e u n whim Verve atiO11 es not le j ItVAC EI.c.ancy 603.4 Mmulum uhhctuni ws•Hualutp: Tablus 5.4, 5.5 & 5.6. Coosng• Tablas 5.7A, 5.70, 5.8 a 5.9 k ftanspon Emily 603.5. Minimum o10.0. ''C Dalancmq 5U3 6 Pfovuu means lot balancing HVAC au system a wales distiluuon system ),• _ HVAC Cunhols 503.7 Separate twadily accusslbke manual of auIOfnaue murmuslat lot oath system. VAC Ducts 503.0 Air ducts. linings, Itluiharncal uquipnwni aria plunun Chain11e16 511411 be lwchaniCaay .naChud. 60.000. 503.9 insutatud and ulstaaud in 0CLOtdilnt:u wnh the Chienj ut sections 503.0. 503 9 and 503.10. 503.10 Piping Insulation 503.11 In accordance with Table 5.10, X WaIui Huahus 504.2 Autuniatic elucuic stomp waver heavers 5120 gallons aria gas a wl•lued s,Olaaa watts matins 4 761k1) 61w11 shall snout uenutftwtud minimums in Tama 5.11. Elucvic st20 canons: standby loss .c .30.27NT. Gas >75.000. Os >105,080: E .78, &tawnyJQ5Q,30.114NT. Gas 0d a155,U0u: E stana0y loss 1.30.95/13. Swimming Pools 504.2 Spas a huelud pools oust have cantos. Non comnwleial pools must have pump snwr. aSpas Gas spa a pool heaters roust 114V42 ntinununt uwrmal unu:wncy 01 70 %. ilia Maui Pipu 504.4 Piping heal Toss is hnutud lu 11,5 010/11 61I4.■1 1001 uI pipe lut recacutataig systems (stn Table 5.121. 106.11:A1100 y X I iwidbt i.uinit Mal uw piaiw aiw s 'n with HI EPAR urn ED 41 Y Eeiw ;CLAW DATE //� ��1� PNEG g I /,l!_ w. � � ' . •� Mucky Cun41y 0101 41 aura *41111.0 fto/10d E(biyt Coen OWNS *AGENT OAK E Huvww el pains 8110 spiCd.Cauons cow,tup ny ens calcu?al.on Macaws Glillplance iwdh i>0 F1.owa Enmyy Coop Iw C K 11auction n compwiw Inn Owumg *lb bw 1114 104340 w1 Cwnplw/av ui at:caWi . 559 Slid. I 5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CHAPTER 8 -- SIMPLIFIED ANNUAL ENERGY METHOD �ortat$YfRfD av THE DEPARTMENT OF COMMUNITY AFFAIRS (A l EMERDY CONSUMINDL ELEMENTS T•sti WALLS B ROOF L ( = I RAISED FLOOR i INTERIOR WALLS GLASS SOLAR E GLASS CONDUCTION OUTSIDE AIR I 11 OR. E PEOPLE HEAT ( LIGHTING HEAT WINTER U• f AREA MTR T MBTU ) U. A. WWM` U+ 15 2 - I.6 _1 . Co + C Ar o 1- o, ,oS 2Z�is - 15z ) Ut At U 1 o.z 1 l e A ; 1 -W 2 -`( 11 ) SC As 13 (3 ,13 724 . 11 .73 6Sc. •SWM1 4.3 I 5s1 I 19.6 (1 3z.3 ( Q0 15S 1 Ug As ( ;.l 3 ( BHP tMwMt + cw)4- -I,o I - 44 ( + G f A $ PWM } S M - 1 2 WATTS ■ LWM FORM 800 A-93 SPRING AND FALL U. i AREA MTR TM B TU SC i AT WSFM ` Ur j Ar tRSFMt ) ut p At tFSFMt SSFM= C f ATTS LSFM:r SHP iMSFM; + + Ug Ag CSFM' CFM !VSFUT + At PSFM f ) SUMMER U• 1 AREA f MTR ; MBTU ) )(Uw A• 119 I z622z ,6o 24c. WSMT 8 3tos7 8 Ff + Ur Ar Y °s` J 1Zo ? 'or -I- 25•4c � ut At f FSM ` 1 I 1 -77 1527 ) SSM ?'.3 r � .7 475 j 63,z. 78•7 Sza. z4t4 • Ug Ai `CSY 1 '13 a.381 5 CFM 8200 4 ?7 104-04.0 + 4 ` 51q f 1 - 1 4 4 .2 (0 + t 1 1 ENERGY SUMMARY LIGHTING RAW ENERGY WATER HEATING nuSIvs COOLING TWR ANUS - VAY ANUS - CV OTHER HW OR BUHW WATTS MBTU 1$7 1 s 1"1 3zt. Al • MBTU Iscry 74-92. BHP i MBTU 0 2 ► choose HEATING add toget(fi 4' 745b 5 30 COOLING (J 1 (KI WINTER SUBTOTAL (LJ START -UP HEAT ) J (MI SUBTOTALS + W or CO (HI 20.7 O ) ( � 54705 ) x x (NI HEAT /COOL SYS. MTRI , CHSMI 1 ) CCSMi 0 ,34 a m 1 2o7 00 (ci 8 o (p1 SEASONAL SUBTOTALS HVAC MOTOR RAW ENERGY ( TOTAL MBTU R 1 (4Ct �v ( Heat At 4(400 1 (0.'5 1 T 20700 FLOOR AREA At 41 40o TOTAL Cool 11 310 4 4b0 add add r 'DESIGN ENERGY 3 Cot 'L Heat t^ I Cool TOTAL MBTU 1d -K��3Z Ccsul 0.34 3 t (UIALLOWASLE ENERGY BUDGET -Table 8 -1 37 0 r ∎ INCORPORATED 1„, Consulting Engineers July 21, 1994 Mr. Frank Lubien CITY OF MIAMI SHORES Village City Hall 10050 N.E. 2nd Avenue Miami Shores, FL 33138 Re: Powers Building At Barry University 11300 N.E. Second Avenue Miami Shores, FL Dear Mr. Lubien: Please be advised that, based on our inspection of the construction of the above referenced project, it is our professional opinion, to the best of our knowledge and ability, that the structure has been constructed in significant accordance with the approved plans and specifications as required by the South Florida Building Code. If we may be of further assistance, please feel free to contact this office at your convenience. Very truly yours, JENK'IN5 A David T. Charland, P.E. Chief Executive Officer DOC /11p JENKINS & CHARLAND cc: ACAI Associates, Inc. Chase Construction Company 3559 N.VV. 53rd Street Fort Lauderdale, FL 33309 12381 Cleveland Avenue, Suite 204 Fort Myers, FL 33907 2801 Fruitville Road, Suite 200, Sarasota, FL 34237 (J &C #9222801) Structural - Civil (305) 484 -7777 (813) 939 -1414 (813) 952 -1717 DATE �a t©^ 14 JOB NO. #9222801 PROJECT &Jay UniveAisi ty - PoweA4 Bwllding LOCATION 112th StAeet 8 Nonth M&un( Avenue CONTRACTOR Chase OWNER WEATHER 4lSAIL TEMP. °at °at AM PM PRESENT AT SITE INCORPORATED e �om « INCO Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACAT A44ocia &e4. Inc. 5310 N.W. 33.td Avenue, Suite 0218 Ft. La,tdeAda.2e, FL 33309 THE FOLLOWING WAS NOTED: > > Lur JENKINS & CHAR LAND RepoAt 0 C fQ S @..t aria.$ F) V'l I-1 1.Te P� >2 os e gLE) 65 • COPIES TO MJt tn,i Sho.4e.s V i 4,z Rui!d ing R Inn i tj Relose -TwN OF DitAav s Fl2AMC sTRW iAR / G 26 V (+ Gip Z vuoro4 .4 .Q Ga�P�. �+l s S tu l r< = �� CET' DATE 3 0 1 JOB NO #9222E01 PROJECT 13 my Uruvelt ity - POW9A4 8ujiding LOCATION 112th Street g Math Miami Avt nae CONTRACTOR OWNER WEATHER cc_ A 0 104 0 1 TEMP. °at ° Ed AM ' PM PRESENT AT SITE COPIES TO JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 TO ACAI AA4oeIa.te4. Inc. 5310 N.W. 33.' d Avenue, Safe #218 Ft. Lau4lvtdar, :e, FL 333091 THE FOLLOWING WAS NOTED: t epoAt # 47. 6/Ave ALA. IUAI 4,10 La k.)A. a 2" , oh.34 ST a-D.46 i! ACWIS E I.) STA 4.1-e i pi, S 01Z, - r D/1', r Q i 2. > C1O CES s 4s ScAGOutoa CA ,44 LE Tti 1) t ar P/?tip sy (CDIEU DATE .,,,;■ 4 - t 1 -10- JOB NO. #9222801 PROJECT 8aAny Uru.ve vsity - PoweA4 Bu iding LOCATION 112th $ itee,t , $ Nonth Uam4 Avenue: CONTRACTOR ' OWNER WEATHER ved,,,rd.. TEMP. °at 0 4 3 APJ ' °at PM PRESENT AT SITE PIA 141 i 0 Sc..tAki JENKINS & CHARLAND Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO Aria kooneit teh, Inc, 5310 ? . 33nd Avepue, Sta a #218 Ft LatulgAdate , FL 33309 THE FOLLOWING WAS NOTED: RepOltt 4i, a 0, 4 Ca $ a P 4 I kQ _ ,201 t-ere AT T4 »- 1.1 1. ' COPIES TO �d� am Chain (/ !!agv. B4i dl ng i on f rrg DATE ' 4 -t -14 JOB NO. #9222801 PROJECT Ba.vLy UnLve y - Powers 8u.Ud.Eng LOCATION 112th StAeet 6 Noaith Miami Avenue CONTRACTOR Chase OWNER WEATHER .4 t0... TEMP. '7) OatC"7� AN fL �t II PM , PRESENT AT SITE FM k JOSE JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 TO ACAT. A sociate4 , Inc. ;,310 N.W. 33itd Avenue, Suite #218 Ft. 1 nurWdo1'0. FL 33309 THE FOLLOWING WAS NOTED: Repolt.t 0 1ZooF T os.c (S Nesri rttA pp wt. tN Sgee.,T• o 'a" viol. fee). ii?04: rr 4s6 u rzpose 11.t. : 1 Sl Pk.,e°s-rn Da tN As S ct4ea •Juo ✓zAcet r C. 14 . &J COPIES TO Wall t Sho404 Vittagn Fur d fs,g 17nning rLe r , 4C As • crrl6: , 1,1 cAjtoa I� 'red CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 4847777 TO ACAT Amoeiate:4, > 5310 N.W. 33nd Avenue, Suite #218 Ft. Laude /date, FL 33309 THE FOLLOWING WAS NOTED: Report N 14 :+ � > A' Mai r° ;. Ali 40rr. Tw� e N a.14 ik oo is ( e . ► Sy0 C ri•, � JENKINS & e x_r y COPIES TO Miami Shvne4 Vittage Buhr ng g Zoning DATE JOB NO. 09222801 PROJECT r p y p J . Salay Univms.it y ° poweA4 BtA Wing LOCATION 112th Meet g Nonzh Miami Avenue CONTRACTOR Chase PRESENT AT SITE O WNER' AM PMI 44 TO > > J ENKINS & CHARLAND I NCORPORATED • � Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACA/ A ociate4, Ina, 5310 N.tu. 33i d Avenue, St'Jt 0218 Ft. taudsol gaff Ft .33309 THE FOLLOWING WAS NOTED: Repaid 0 Er4 ow La. ' St.-16A 4)J �a F et *pEC...1 ,-► . OK. 74 Veer -1 Alp t - tav v4 .D • COPIES TO Wan' Shafte4 Vdt.Pago Ru- iMd-ipg g ?ming DAE JOB Na Pit4 PZcJ4 4 09222801 PROJECT Baitty Un v f y •. PCwek 6 Saitdding LOCATION 172tk Stiteet g Math Wane Wami Avenue ;,CONTRACTOR WEATHER PRESENT AT SITE OWNER TEMP. B�a44, Lk) ctAA oat mat PM 0 o �R tKa6 1 C o4 EeT1 Ni Ct a Ar.1t1462trJc , nnl a !V'0 cm/in ,Q,ra Q A. SSOC.t A TeD . A g o o..1 s►.a.: ' 0 s L °,ffut) 1—€.311,0 1 h stage 1 1-R�, Li "ia 1 Ta c . A. ,; -mosses 11.3 311A Lt-to- ?ea- c774,0cr. 1 7 J4 5v. I 40/7,0 RA T1tvb , Ida tc 00(..0.4 A S DkAc a. s f3 DATE �g MO 7 41 JOB NO. /J diff eQ L -- PROJECT imigy pm erifiry m figNeiec eatovV LOCATION - - - /ant la ?T 1 rt. 4+aAN1e AVENdr CONTRACTOR - - ( OWNER WEATHER et TEMP. 76 ° at °at 6a ' M PRESENT. AT SITE ape - - f Y>'r i [3`, 1.11; JO i f TO COPIES TO JENKINS & C* CHARLAND Lit IN ' cogPORLTEo Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 4644777 acMM ris tNC, THE FOLLOWING WAS NOTED : FL °9 ? ®I rn! IL L D WITO ° ` ' SIGNED Racrletiti DATE 3 ° e - /4 JOB NO #9999,1,11 PROJECT BO/ay UniuPJrAirt y - Pftetes vittlin LOCATION 119th Sfito9t g Unfuth Minftli Avenue CONTRACTOR Chase OWNER WEATHER C TEMP. ^ at - *et AIVI PM PRESENT AT SITE �( ,z Ai g uu IA", a F JENKINS & CHARLAND k ib, INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACAZ Amoc iateA. Inc.. THE FOLLOWING WAS NOTED: Repoht # 5S > l NspEcrroul s roLi_ez � 2.) (2e o , . ' �'s 4A r° " > rr 3l l La 14.1 )ZaoF Age As LIME '4" . Rzo lzEjj 8 s tleAreLy Q 44 0-157E42. 5310 N.W. 33Rd Avenue, Stine #218 Ft. Larcde&dc e, FL 33309 COPIES TO Miypi Shone4 Vij'AOgo Building g 7nn g c1,SE l; `O4, ° v4 R ofoueeK) ok To Cad'C /Ilia 2 7-0 ] ]I] ISj': I1 Jp (1) He SIGNED ., > r ill JENKINS & CHARLAND INCORPORATED ...I Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To ACM A44oeta #e,, Ine. 5310 N.W. 33Rd Avenue, Suite #218 Ft. LaudeAdat , FL 33309 THE FOLLOWING WAS NOTED: Repoltt N Co r Ire DATE PROJECT BaAfty Univen4Uy - Power Building LOCATION 112h . StteeL 6 Wonth Miami Avenue D NTRACTOR Chase. se- WEATHER C Le Alt PRESENT AT SITE Fri,Asik COPIES TO Miami ShoneA Village Building ding 8 ;m incg I SIGNED JOB NO. OWNER TEMP. ASR "10 t,1elm t i l-t 1 P eum°1 � � a 0G ° Por — 0 C T` tea' ww o t a tit+ 6"`i� eA t i m 092228 ©1 °at AM at P0 JENKINS & 6. r: CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 TO AC AI AA A0 tteA, one. ;310 M,lwl_ 33ird A11P11(19, Ft. f 4udandeo , Fl 13309 THE FOLLOWING WAS NOTED: Repoitt # COPIES TO etz O LA DATE 3 14-14 -! PROJECT & tg Unive/i4 t!' CONTRACTOR C hase JOB NO. #9222801 - Pow iM Ba td.r ng LOCATION 112th S. itee.t th Miami Avenue JENKINS & LAE plonk INCORPRATED- —.— Consulting Engineers Q% pignewougseggs 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 TO ACAI A. sociAte4 , inc. 5310 N®. 33xd Avenue, ,Staten #218 Ft. Laudeftda,Qe, FL 33309 THE FOLLOWING WAS NOTED: Rep®nt # 6 tELT' 1.2attAFGe,C4 o S7eret, t 403 4 R€ ( St.`i AsTi O,I< ($ 170at2 �S ALA_ ie PIEVI - r c.. 1,1124 1 k ?,) C2 Em2A itvh- Ibas eewriotz C7 .v=0. Ff.� S.s S -r L6-A Ir �a 5AM+Is BAS COPIES TO • Miami. Sho .e4 VZkiage Bu,itcl i.ng 8 IZan.cng DATE LOCATION CONTRACTOR Cha4e JOB Na 09228801 PROJECT d3alay Univv ity Po era Building 112th Stitee.. Na th Mituni Avenue O WNER X11/74 3 +h+Q CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 ACATA-6o ae4. Ine. 5311? W.W. Mad Avenue, Suite #218 Ft. 1_wirle dole,, : FL 33309 THE FOLLOWING WAS NOTED: RepoR # 100 TROS 6 G.) VAL.LeY S6TS N -A ve 1..3c r ` Re 11497444,./...ea Pat. ki 1 e . e 9 li a y ST -•! p c tt C L 1 '4,e ems TS JENKINS & Af ilkav sTa.01 1')%0 4i rAlL.. R Fog il,61/JORK kit.EAS . F q,* ► €.telai'ci 9 (.4 Pea_. 01 3 'ar'. See sIJ ere 1(0 i L COPIES TO I M LWi►t Shoxe 3 ittUttga Pv ldii ?g 6 Z0nirOg DATE 11 2 PROJECT Bakay Un.Lve SiUi Powettis Building LOCATION 1 1 2 h Stceet. 6 Nox.th Mang Avenue CONTRACTOR , Clare JOB NO. #9222801 OWNER PRESENT AT SITE SIGNED "��" COPIES TO 17 JENKINS & CHARLAND INCORPORATED .4 Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL.33309 (305) 4847777 to ACM AMoci.at ,s, i3 in MAI_ 33rd A� ;Phnp, suit' #27R Ft, i crado,d00, F'1 333119 S 143 1, 42 024e 14,11 DATE -2 4 PROJECT Way Un.Eveuily - Powew Building LOCAtION 112th Sweet 0 Mattis M any. Avenue CONTRACTOR OWNER J08 NO. #9222801 T MP. t AM PM THE FOLLOWING WAS NOTED: Repo/Et # (D 0►-) OW To aZ„ v I`04 J pp et A fizA s Vt*F Skeetriod itblitieb As 5peuP 124 OTArL X37 M FM, u t °- Fv DAM A C :Tie U Tv4. '70p Cletaft,0 ., ^ A Y S r roar o 1..) sr &t.4....a. o Pea, Aitca Cut es 1 e +` —2 l' , f2 - 27 j'/ r4 I JERKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northweet'53rd Street FORT LAUDERDALE, FL 33303 (305) T/77 ACA T £t4 Or±.Ca te-A 0 e., 10 33itd Avenue., $ft "te. 021R F � ' I andeirriale, FL 33309 tHE FOLLOWING WAS NOTED: Repant # a! COPIES TO Miami Shvne-A VAPP' 0 I biltifvg i5 7iui ng DATE PROJECT Sway Lin ivet&i t y POIAIMS SGLJid iit2 LOCATION 112th Stteit 8 Mat Gimp./ Avenue. CONTRACTOR elta.se JOB NO. 00222841, OWNER TEMP. at 0 6 0 1 7 4 ‘ . 4 °at PM PRESENT AT SITE 0 -74//?1,77 j l � r� y THE FOLLOWING WAS NOTED: Rep #45 1 .) JENKINS & INCORPORATED CHARLAND � Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484.7777 5310 N.M. 33 ' Avenue, Ft. LaudeAdate, FL 3 309 Eb DATE PROJECT cti Univ?J M4y Pvwvs Building LOCATION 112th:. Stiee. 6 Wok Miami Avenue CONTRACTOR Chase WEATHER MN PRESENT AT SITE JOB NO. #C1228 1A6 ° a*a ° c,. t tzEit4FrA2CE F,vr AT Vtl G F BIBILbD s16-. 111 . Co teAC bi It •P11 PPOV1oF CI -Igal S (be? selcIC.$) PloiQQ. T Pou 't'd 1 Ep RF1 N%_ A°r- -4F p .o PER_ DIsp11-1 2) coRSE1EVEb FrA0E- TE SEA Ia'EINIF. AT SPC.1)DJ1 "B 6 l,JIL IIINtt• , D UCE !' UCi?Jt2AL Dt_W T LE ©F 10 RJ,,y /tt►1Ij REvvIRES I 1 FrING PRint T7) colJeR,ETE OBSE'IZYE friftS0i.ley SI.00k 1 N3S°iA11Pf1ON 4) BLitt& BLitt ot4 SOWN SIDE glom 1S it..)siiNteb wI`i lour Full tylore, mt y � ISEDDi - I l l i ^ ® c I1 ( o • 1 • PEA Ptzo 3 Ecr F J tN %Ee ) COPIESTO Miami ChrhQA I!t PPn titaid inrg g zoning ]II ]LIEDCCD SIGNE DATE FEI3 U 1114 JOB NO. 00222801 PROJECT R LOCATION .112th Stneet 8 NoAth M.i .i Avenu CONTRACTOR Cline OWNER WEATHER ' CLeA TEMP. ° AM PM PRESENT AT SITE ,F/ A in OS CIA Pa3 > JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 to ACA/ Assoaates, ins. 5310 N.W. 33nd Avenue. 'Suite 218 Ft. Laude tdate. FL 333 09 THE FOLLOWING WAS NOTED: RepoAt # 442 b ! NAS Plat.'[ }� "� - 4.0 4 it. a wts T.< . Tel e 2, ® 4 1 eetAL . a A 0 1 Z-r -443 Rio a is s -r - as C. U-S OF 1 a)Sf %.0 I A.L.L S - r — L b,Ac Pei ci'ex3 a Ova T1 3) i tas reGT Lam I s re..oU Pnio.kuuG s‘c:1143•4 E2 - rit,OSies 3S T 9 4. clIZA.14.170 &36 clrIZ ap5 /MA I LS AS s r est re COPIES TO Miami ShoAes (Y.ittago? Building '5 Thai g T' SIGNED —'-4�. d" TA ACM Amae .iate's, inc. f JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 5310 N.W. 33Md Avev ue Sd iUe #218 Ft. Lw deAda1e, FL 33309 THE FOLLOWING WAS NOTED: Repaid # ,4 > TNiP Ecleq S QL OCk (Lt S ; Iii --la► r jr_Pd-OQ+1 -GDA4t NQ Qt1�Q`/ I oR (NS�'Gr %). tINS�tcTta e 5 =s C&,0-+ptrrc1 @ de miTER. 6“14..raii06, � �14�t��r`+! 'LLTAIL /r P A,(L - OE — MILS f< &u tQ v) itlo p<S• x --8' Cra5tr � (LL CeLLS 'Tv t� ON awe Pert Tt ; R Pair F�PAn If CS2- j„,.% 6a lb LAAJE — • 0-IT (I P 'IOC •+ Y1 Y> 1 .. Rtl L_t0c Fr,..� C� IS;tt Prt. PPC RN) _AL of Tires ( . Fr LL�� t 7.3c iZtvfscb COPIES TO Miami Share's (Village £ raa2d ing F Zoning DATE JOB NO. 222801 PROJECT &..t. y Uwivelvs ity 4 Powem Building LOCATION 112th Stcee.t S Math Miami Avenue CONTRACTOR Chaise WEATHER paat;.rt i,a l �.'*L.104 OWNER PRESENT AT SIT lizekot4 t4 S2 Et OF AS Wit ) reo eELLs. Lo r `r + Gorr v v s peFe Pic.u4C0 i Trir�T 'Tf-4 a +PAL eft— hfIS (051 -tc'tb CroibtL 1t' C H-aoSt (-1 NevE.fLS v o62 T vjsSCS 1+A -ocr && char'F eF ' 11S 61P-peas, DAB reS 0 I 4 JOB NO. 1222801 PROJECT Bann y Un ivet:3.iUy - Pawelc 4 BwUd.i.ng LOCATION . 112th Stkeet 8 Math MianL Avenue CONTRACTOR Cha. a OWNER j I. WEATHER L( .' TEMP. ' • O °4:4 �' 700 AM ' _ °at' . P_M PRESENT AT SITE Fa 4 " 4 /4 4.1541 JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 O ACAZ AA4oc ate4. Inc. 5310: N.W. 33Rd Avenue, Suite #218 Ft. Laudenda'e, FL 33309 THE FOLLOWING WAS NOTED: Repaid # WS SLA& ort4 GtRLaa -Lf& Li. To L.!i 0.vice As S n ?ACT F► t+_ I JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ;310 M.E9. 33nd Au flL9 gib;te 021 8 Ft, I Rudviirl,.Ph FI 33309 1-1E FOLLOWING WAS NOTED: Repent # 4 y ip a�� ticof.3 9,6-402$ Ary (412.A012 ciAts Z� I tui p ec r Law goer T2iss i t >a L1_411 cv".a ZAce Soot st Air t. I r.k i 2417.31072. J� r_,itti tar raV� ,. �a P/ i, ca e,,t - , tie 414°, 44%40 DATE Feld% w 1114. PROJECT y Un velt4i j - Paiiek4 &u.iidag LOCATION 112th Sttee2 0 Noli h , M alrk Avenue CONTRACTOR Chase JOB NO. 091222801 PRESENT AT SITE . 12.(3)-4.1; R - 4o eitio-4A.3C.2 Lague ale. 7 $1- %q . 3oc3O 14 S7 (7 L tosdi 4E To 41. L. jr: JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACAT A .soe.iate s, Inc. 31 M.N. 33Rd Avenue, Suite #218 Ft. Laade.Ada!e, FL 33309 THE FOLLOWING WAS NOTED: RepoAt 0 0 2 - 6 dxg r oP-c41194,2 , 11 'i a 1 11 II COPIES TO Mietn L Chone3 YU ?ago Building 8 Znn ing DATE Fes 2 3 1 1 , 4 PROJECT $atilu, Un. vero iUy - PoweA41 Building LOCATION 112th St'.eet 6 NoAth Miami. Avenue CONTRACTOR Chaese: JOB NO. 09222801 OWNER PRESENT AT SITE USG. K..1 t 1104, 10 ©EU CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 A�' I A."4,sociatez i tC 5310 14.01. 33hd ' Avenue, $ .te '$218 Fad. LaudeAdaf, FL 33309 THE FOLLOWING WAS NOTED: Repokt 0 1 Apr e, JENKINS & $ ►ooA F +l � 1 � i ds S 1 COPIES TO Miami Shake's W ettoge RuiPdiol 6 ZonAng DAPS 1 "f CONTRACTOR G JOB NO. 09222801 PROJECT 8aMy Univei 4 y - Powe44 Building LOCATION 172th St e.e 8 Nokth Miami Avenue :PRESENT AT'SITE Il°" f2,A Aa1e iZo SC1 Nlita THE FOLLOWING WAS NOTED: 1epot # 52 > 0 ACA Amoc.cate 4. Inc. 5310 N.W. 33xd Avenue, Suite #278 Ft. Laadekdate, FL 33309 12CEA AT u TI ° 'v Pi} i -. :L ►(,o A1I gFtLFlaee: a �r ; ',q�r ° tIA Jd` 's , t'r�i�``li�lf 1 pIA LTO2PL. t:tevv „c 16.41E JENKINS & CHARLAND Consulting INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305)484.7777 COPIES TO Miami Shote4 Village Building 8 Zoning DATE PROJECT JOB NO. Bara y Un t:ve %ty - Powex4 #9222801 Building LOCATION 112th S*iceet 6 Nonth Miami Avenue CONTRACTOR. Cha4e WEiATHE9 CtOUP} PRESENT AT SITE FRJ 4K. OWNER TEEM I SIGNS OE'r F JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 1 , (305) ■184-7777 ACA A4441e Inc. e. 5310 N.W. 33Ad Avenue, Suite #210 Ft. LaudeAdate, FL 33309 THE FOLLOWING WAS NOTED: Row/105g tffertri? PEAfrolan,(41r 471 817fells tiovm OPC:i Wpee,,* COPIES TO Miarra Shae4 &tlidhzg S Zoning ' - DATE di/ qij PROJECT SU/ay Univelvsity - Pave/LAI EmiPdin LOCATION 112th, Set 6 NoAth Aucnrip CONT9ACTOR WEATHER. . (covey JOE NO. #9222801 OWNER 1 , P. , PRESENT AT SITE F,Mvk itlrrt r artearce et" gemporeovemper ; sta woke ex trw w 144 IOILI IE4DOET SIGNED 72 44(21 DATE TO4V.1 10 t994 JOB Na 1 '1 #9222801 PROJECT Balm' UniveAsit4 - PoweA BuitdinQ LOCATION 1 112th Stteet 0 Norah MiaMi Avenue CONTRACTOR 1 [ Chase OWNER WEATHER C J Silo ys TEMP. 7 °at ' °at AM PM PRESENT AT SITE 1 , PlItike%114 f a Sc..1 AAr 4 1 , JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 TO ACM A4400.iatez, 5310 NA). 33Ad Avenue, Smite #218 F. LaudeAdate, FL 33309 HE FOLLOWING WAS NOTED: RepoAt # Ir > t1/4,11 LA . 4:13 - z PLoolz. LisAc.- A Ta USIA Pea itegtSaci,,s ch (—"7-1 . ALL itetmcores-iNG, fce= Pea- STII.00T IZAL_ CI„JG PLACAP.; AS Pe 0 r afrtce 4.tmoo Ts,* c...e.N As ct,t-OW901.4 COPIES TO Miami ShoiLe4 Vittage Baitding 6 Zoftina SIGNED DATE �0 f (C JOBNO. #9222$01 PROJECT &t y Uvr ive *day - POwvr4 Buitding LOCATION , I 112th St' et 5 Noxth Miami Avenue , CONTRACTOR Chaise OWNER WEATHER S P A1"" ti40 t TEMP. °at eat AM . PM PRESENT AT SITE FOA ON, 7 0 SCA B, JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACAZ A440eia e4 Ines 5310 N.W. 33'd Avenue, Smite 0218 Ft. Laudexdate, FL 33309 THE FOLLOWING WAS NOTED: Repair # 3 1 t tua ' 7' 'Talc LA8 4A OG l,oc 0a COPIES TO Miami Shnir9A t iff ago_Rai M.i ng 8 Znn.i ng rr Ados TA ft a .,. a-O u 't"° rave $4o 4 oqo ?sr stAm As italluweusno. VET DATE V 14, gy JOB NO 92220 PROJECT Ke ay UN1t/CRfITy- PWERr 8106 . LOCATION 1r2 A Brett J. N Migms° AV?. CONTRACTOR f it OWNER WEATHER eic412 i TEMP. °at AM °$t 8 30 fliVr PRESENT AT SITE /� ego 0,911P Al TO 4(41 soiffaelilar, /Mt, 5310 RP 46 2)9 FT /llu©ffQi 4(t m33oti THE FOLLOWING WAS NOTED: PaN t � r\ JENKINS & CHARLAND INCORPORATED � Con fllna Engineers Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 �J IVEST riI114' fi iiNtf J/ AM a/ 6 Pala/ 9- / "� ©� }'� /n1 P "r PP to Iota t7) 7olir IX�1- taw rrlo 1O , FXTtNJhst tf?®41D g" /NTo f lv&Thtl6 C Nearr' 8tR 'iS Boni 7iDe , WtfT IMP OF 4 741 A tD tivr Fa of 77w IP /ITf (co'dvflWt SborM —4 ° M7OTH) 190 RAC P. WT eF 10 11 'r er � VfftT /Fge ,w/'jtV/LI Rt/44, i1312.1 /15T may of y & &' °7o'rn W tturiCT Hall 1 spFF/r Aril/v2 j /2i2t'PS, 2) Mir " NI NO 1 9uTN. ' 1I445 " 1, ANO `1 /' 8- ei lora' /N po ;c1 ` (to 71 I1 , INITy Teo Aver 1 mmm ConfnifNr 4lavl). war ma) or 87# yo /n' pip /0061 3) (rvraa rt?12 /?TPPpr .r1 or IN .SOFFIT 809 0 (//toNv age ` fd0 #icM,, Pith P11 T /SPOT iw0 7 i1) krivrodiffrkwr /N tog#p/ r/AI6 / fi4/1 /VOT IN p/f 0 T1/f Ti' r ;r/E4 1!w7 &PA /Q AerA /Ls rog ijjhf Af /lsrra 1 r ka 54 IIQL/C 7v 9f VVs/W170 6`n FiVGr /w2 Of Arc049 row Ififti4Piat mot re }O©I'1i/114- e'F Gn '6f4 r ;OOPIES TO AVMs coos Ws etwan/6 X z®NiNG I ]IJI L]D REPORT' SIGNED /7,2v e tin ,fCrqel DATE Tki.vki 1P, 1,! Jcsm..1 _. 1 222801 PROJECT ' I BOvul Univeuity - Powa4 Building: LOCATION 112th Ste t 6 NoAth Miar.tli Avenue CONTRACTOR ' Chrtse OWNER 1 . r WEATHER : C r OVIT ' ' 4 , f.0 TEMP. 1. °at AM 'at OM PRESENT AT SITE . L Ft/AMR „ausciA.40 I TO ACA/ kisociates. THE FOLLOWING WAS NOTED: Rep0At # (e) 11 S ecria‘o 03; 4 tnotifa P-0 / ad; A MI ALA.. s P» Sir 19, et a oulilpeAt.C.7. 4MIA2 LP ilktu A+ c 7 1 71.,AC6 17.Aftilol1ce. ?nast2,, e g443( tietu..3 cSi Cosecttere Ake I ecliriEta. 2.00- '4,r ti co 4,1 l a ) I OS f e 7 ) . . . . ° T A ' F t . . ite titaFo tte.Fif; f4.04k 4,6t.1. (Kleg.Tt4 S'T A uta.A....g,A10 A. it-004 Ltsai.e., VA. Pai N. COPIES TO 16.... JENKINS & CHAR LAN D INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 5310 N.W. 33Ad Avenue, Suite 021g Ft. LaudeAdate, FL 33309 ° atirs IA - t oe) Ar To DATE TA 1a 'z.o 094- JOB Na X 9222801 PROJECT Sax. y Un ive.x4L ty - PouleA. Buitd ing LOCATION 112th St' eet 5 No.tth M.iam.i Avenue CONTRACTOR Chase OWNER WEATHER 0Vief ttS T TEMP. °at ! 300 AM ° at , PM PRESENT AT SITE RA OIL. Tit IUSc.1 1 TO JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 ACAT AA,,oe'igt.A, Tor. 5310 N.W. 33nd Avettu.e, State 0218 Ft. Laud¢ndate, FL 33309 THE FOLLOWING WAS NOTED: Repoht # 3'7 `fir °�' � � ` tioa �b � � T® 4, ' To L 63Jae L °r 3 - (p i (.� 3 - rte OrF ? A4-6 Caiuc etv g i QUA r� CuPIES TO RIarni 5100M VittfIga 1Ru t d (erg 8 ZnrLing 1 8 cpat - re z m eje?" AS Stear DATE fiTaW t (194° JOB NO. 01222801 PROJECT Batty Un.cvc isat y - Powet4 Bu tiling LOCATION 112th Sttee.t R North Warta Avenue CONTRACTOR Chase OWNER WEATHER 4 t.e7A -A TEMP. at °at AM PM PRESENT AT SITE es FaAtok IC,usoowo >; JENKINS & CHARLAND CO pPORl1TE ConauMna Engineers INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To ACAI A& ocia.te:s, Inc. 5310 M.N. 331id Auenrip, Suite 0218 Ft, 1nudoAdaee, FL 33309 THE FOLLOWING WAS NOTED: Repoj dP B >I thAspit ®w1; As i' ,�,s ?:) gLAR,, OA.) C it o+ A aLevAxos AAAc41r Ala 2Ge4♦ 3) ' eaCA ns 26 —<.b' r ../.76-4,1 'Z -7 f o 21 6- 1g, 1.7 °Pek l o iscol,..A 2E4 x.„.4: elk Try 20a II 4) aOS recT geaN.;a CML Sri s a ' Iq' 173 "I: c.4ose a AI �k, e s s k 72 &11 0 35 (0) I yr�riE9lam jneMi"1t f ,rwrn1,1+: a A.c ,L&t 1ALLS COPIES TO Micn+L St 3 ilt/I jo Build. &!I R Zoning So ttA . c.I% tat y 0!C TT DATE TAa) 7.43 1984 JOB NO. 4 ?222801 PROJECT 3aMy Un.iveys-itZJ - Powek ► Su itd.ing LOCATION 112th Skeet & Noit th Miami Avenue CONTRACTOR Cha4e OWNER 1 i WEATHER V 4:A 0 TEMP. !'�+ °at 07 7 CA) AM ! °at PM PRESENT AT SITE rRANtG 1 t95Ct JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO AGAZ A 4oc ates, Tnc. 5310 N.W. 33rcd Avenue, Suite 0218 Ft. LaudendaLe, FL 33309 THE FOLLOWING WAS NOTED: Repo/a i t 39 Rem, 1, Ticker Set-r. WEST ttN 0) 0 6e- .,ry c, l s.A4 / Salmi'+' ,s 1 30 ,`s � t i.) Pe...0Atifte U®TE o '1 QIu 1 tetra.., a -re 33)0.osi COPIES TO �. tguE C 4 L....31 , 11 - 1 re Amo owe 42.4),,,, -r:. ler A a 90 I'M GA.G t UZI° cevg 4/1 LI" lc 3 1 t Z O`7_3566 1 39t m 0 M act VL5-7 1 -,S. sj.t. 4 5179 Ao MME .74 21 14 JOB NO. 00222801 PROJECT Balm Oniveiaity - Powe4 4 BuVding, LOCATION 112th Sheet 6 Nath Man i Avenue CONTRACTOR Chao OWNER WEATHER TEMP. ' °at AM °at PM PRESENT AT SITE NA 63 ZISCA AAJ a i To ACAI Awe:tutu, Inc. F JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 5310 N.W. 33Ad Avenue. Suite 0218 F. Laudekdate. FL 33309 THEFOLLOWINGWASNOTED: Repot 0 A) Zek.tiZeit?ilitOtr., r-1. LL PArc, ,$-rreacr. 17) 13:loe_ As 5 wo t c Cr1-461). COPIES TO Miami ghninm ViiYagP Building fi 7nning • DATE So al tea 19M 4- JOB NO. 091 PROJECT I &lay UniveJt.4.cty - Powers Bu.t.L'ding LOCATION 112th Street & Month Warn Avenue CONTRACTOR Cha4e OWNER WEATHER it..;L Pt TEMP. 1'�I 6p °at47 °at AM PM PRESENT AT SITE hbr JENKINS & CHAR R O Consulting Engineers CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACA/ A44ociate4, Inc. 5310 M.W. 33rd Avenue, Suite 0218 Ft. Laudendate, FL 33309 THE FOLLOWING WAS NOTED: I fi P LACA.; TA aA4.$ c- Stewd te-°. - j o t,v,A . p I ckeT,S 1 ,$rt. r ` l 1o..)( ft > (44-1 e0...),qe c. af. St. r,.1Toetz$.3 14 A 1.r t . e. ., Le fa y "�. ` �� L— o lam° To CLoIG S t " v lA1 a� r e"` LA T_ . A.n: Art3 _AAA. , Repot # 4 1 e 3; v2 3/ I Z rs-c 2 3 3 37g1 2 Sf -` 3 4 333"74 /11.s 3 COPIES TO M.lam.1 Shone4 Village &i..Udiiig 8 Zovang 1F'll SIGNED c4oC- 600eni ' - ri„ s ° t. re cite AS mer DATE is$ % , 1994- JOB NO. "'d #9222801 PROJECT Balm UniveAzity - Powex4 Bai2d.ing LOCATION 112th StAee. 8 Nox .th Wang Avenue OONTRACTOR Chase OWNER WEATHE A, a 1,...) TEMP. °at 0 04AM °at 0 PM PRESENT AT SITE Ei A 014. RkJSCA Aga TO ACA/ A44oc a ey, Inc. r„ aaJENKINS CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 5310 N.W. 33nd Avenue, Suite #218 Ft. LaudeAdate, FL 33309 THE FOLLOWING WAS NOTED: Repot N 4t t.35 c 04 s A. c F® p,�e.. En/..]I S ▪ �I ++ ++ rr Ai) Sg' s , �.� SLA , S ¢per? S T 0.14.11 1c cT >` Sow, (re-Ad ?tea A £ S e. ta,-;,o►, - AC atO P Si z Jc r4, r -14Ao. 0wtt s D C 3) C. S. Say F-C+ + gi~PAG.K104ca iL )a tut ? >eLy • • LZ7rEiti COPIES TO Miami Shoves VU&zge Building 8 Zoning JI II SIGNE !©E !�� F9 DATE Fe& 6 1 4CA 4 JOB NO. - #9222801 ' PROJECT ga4Ay UniveA4-i4 - Poweio Buitding LOCATION 11 2th Stimet 6 Noittil Miami Avenue. CONTRACTOR Chase OWNER WEATHER " C. 0 .43 0 =1 it TEMP. 4 ° Iad I , 0 a AM °at PM PRESENT AT SITE Aikme.‘ r4 JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To ACM 7 A44paate4, 5310 N.W. 33Ad Avenue, Suite #218 F. LaudeAdate, FL 33309 THE FOLLOWING WAS NOTED: Repaid # 43 TAtt l ( 'Lb 7 - 7) I Pal pi- Co_Le-takir.3 ST .erl_ 0 EAST 0.. . "LA Ft- it.-g i rko.....0.-; St .4 i ok 'To C-Liver- AI Al 0 RAce ColiAle V-V7E- 4 s 5 ee..4 Pita-. in, LIS & r 3 ALA IJC. 0 r mum up-po.o; Gt. oci 0.OG 0k. - ra Pthxz. sc riio ( Owca loSeecr 7.74 Lt 4J anor LC- o4of GO &Of AaCT VOOri-44, Ps?. Viiirdow ca.r ) Set:4" t Ow to `2 1 r -LT 2, C: cigar. AV'T S'n" 0,0.11,04 oL Co at.) ti Te) A Cc-Ralf 60e4T 1. moir5.1, tE La c 7 usrAk 1 eg D r 4 "1-- L, S&A& leVOL aaa okalv f iLt 1 ;7' - ' 4 IF v.., ta. C4 A ffi24). :;4 r ?rt....4cetz Rw. CA.Ac mu) :T, PO44.14 84 " 1,004.44, can.lAns AS reci Fre COPIES TO Miami Shou4 Vittaqe Buitdina 6 Zoning SIGN 0A-T I fa 5 . bott Ct Ateo tr.71- 0 As DAB °ell , 1114 JOB NO #9222807 PROJECT Ratity Clnivvies.itu - Poweus BuitdIng LOCATION 112th Sa feet g Nc*.th Miami. Avenue CONTRACTOR Chose OWNER WEATHER C1+ 4 TEMP. 14 g a t tO i M mat PM PRESENT AT SITE FaAAJ14 2�5Ct:�► INCORPORATED Consulting Engineers INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 JENKINS & CHAR LAND ACM .4soe.i:a.te s Inc. 5310 M.W. 33nd Avenue, Suitt? 0218 Ft. Latdexdate, FL 33309 THE FOLLOWING WAS NOTED: 12epat # 44. ' 1 kncec,11 O ,3S Pt Ape - ocA Fo�c,wt1 s Cox VJ . t to rt-A . T & 9 SLAIN S T , 74 A45 it ce iLlor.. To e C - 4 i VAW is tb)Cultes 435i8114 PS(EF ` reitm Z' 1+4A^ ;st'QI FILL -z Ly 7 COPIES TO SIwke4 netag0 Ev-WU C f Zon i. 4 To ACAT M44ft &tea, 5310 N.W. 33 ft Avenue, JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 Ft. ` Laudefaiate , FL 33309, Q #218 DATE NW 22 PROJECT $cu Ni ive✓t4.ity CONTRACTOR CO AO WEATHER C ' PRESENT AT SITE attgei 4A1� JOB NO. #922801 oweitz.;13u.i. ug LOCATION 112th Sheet No th':M.iam.i Avenue OWNER THE FOLLOWING WAS NOTED: Repon >) Iris afcrr IVIN'ONeY Val Wittif (i toactr ; a,v), 5457 49 'F. ' eprwods itew out 1;0 lfeN `Tfi stow/ ay Ain? -p/# '(F ('i f)fJgOI2M itil110mi6. Ail ftlN& 6 IN t4 1R 70 iE PaQViD[D $v 1HF_NNT(ACT012( DONE/. AMTS coyr, _ # iq COPIES TO Miami ShoAe4 Village Building g Zoning SIGNED (*) IMANI WV aril 4f 0 fijQthI NN Imo its wig) 4,90790 45 2 $EjMEMTr of aSPI7/14I NT 111411 /Writ W tAK 2 74 1 /2 -6-13 II�� EIRPOEU Pnzi_ TO ACA( A44oc.&tte.4, Inc. THE FOLLOWING WAS NOTED: Repot # I u Fr . 4.442Aw a x.15prL S 1 Cot. a INCORPORATED Consulting Engineers 3,559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 5310 M.W. 33Rd Avenue. Su tine 0218 Ft. Laudehda,Qe. FL 33309 Le' f.-P - re a33n.1. ea�a L. JENKINS & CHARLAND CE U� C P73",01 A2. ,41N I d s C., -;.a 4C. -4 .em - �° �. -1s. -i e% 0 0 0 - 0 -c 0-7 -q 0 - /cs It fu, e• F H n F -z r -t4 84 L-21Z aLE ( COPIES TO Miami Shoir s Village g►ti.l?d..ing f Zoning DATE Ow 30 1993 PROJECT Sauy Unive44 - P CONTRACTOR' Chase WEATHER' JOB NO. #9222801 ou=ex� Building LOCATION 112th StAeet 8 Mojt th Avenue OWNER PRESENT AT SITE ra-AL.Nek t? Cot s+ ?Y, LOSE t�� %S Tj AO TG > rt as I tAce JENKINS & CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACM A 4 ociat ez, i kte. 5310 Naf)0. 3$4d Avenue, Boats #21$ Ft. Laude tdafe. FL 33309 THE FOLLOWING WAS NOTED: RepoAt # 2.0 Lt Far Cakuadi." D.9 t 1 f - r = = itt � z + � + t a 'J Ob :.. 0K, • S �d r A s TO Miami ShoxQ,t Va.: P .ge Bu ilding a Zoning DATE 16,4 193 JOB NO. #9222801 PROJECT & vtliy tlauve1•s%. y' - POWeit4 8u i.kddng LOCATION 112th StAeet 8 N©Ath Miami Avenue CONTRACTOR Chase. OWNER TEMP. °at 01 AM PM PRESENT AT SITE JI[ SIGNED o IR FORT' DATE {)/it_ 2 1113 JOB NO. #9222801 PROJECT Ir f t&afvcy Unive t4 t f - PoWv 4 ' Balding Avenue LOCATION 112th Skeet 8 NoAth Miami CONTRACTOR ChaAe OWNER WEATHER GL 6�'� TEMP. 1 °at 07 °at f AM PM PRESENT AT SITE FRANt. 12,1.3 S C s 4.A J TO JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ALAI Auoe.ie4, Inc. 5310 N.W. 33hd Avenue, Suite #218 Ft. LaudendaQe,'FL 33309 THE FOLLOWING WAS NOTED: Repaid # 21 ' ► ts► s pac.'i ►o off' Coe-up-0_1 S-rezt F udxsAl► C too eNT t 4,6 .N.J O2Au. e$4 ((S IMO o . 11? Rug. COPIES TO MLara4 Shaxeis Viitage 8 Zoning TO ACA A440Cita. ens, Inc. > CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 5310 N.W. JENKINS & 'M c/ Avenue„ Srf,W 0218 F.. Laudettd te, FL 33309 THE FOLLOWING WAS NOTED: Repoht #f > 1 +EA Oct) VW_ 4 Ce Sr d; O j E L' l ATh l �estr�tt ="l. 0 tial`TiS ?sal c' ?It11q 2-A6- DILA. •10 tA ,, a c e TgotiotAc. Lica• BY 101 3; Stab 3 ; IA. ?too. CD n C30sr 10-oc, A5 r $ 7G'a s4 d COPIES TO Ittiana .ho e. Vi.t2age Su:Ming 8 Zov zci. PATE PROJECT y Univeitis.ity PawV14 &wild tng LOCATION 11 2th S feet 5 Wo tk Miami Avenue CIONTRACTOR' dhcoe JOB NO. 09222801 OWNER 464-1: °d > JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACM A4 be sates,, Ina. • 5310 N.W. ,3Md Avenue, Suite 0218 Ft. LaadeAdate, FL '33309 DATE C fa 0011?, JOB NO. #9222801 PROJECT & .kq Unive *.tt0 - Powela &titd .no LOCATION 112th St eet S .Noxth Mimi Avenue, CONTRACTOR` WEATHER OWNER FRESENT AT SITE THE FOLLOWING WAS NOTED: RepoJLt # Z 3 f Iv > 9 11.34— tt. 19r°s 1�.IA 3,� guae.s-r Le r, Co %ay., co-ocra L 0 - 0 { Zj i),Sec z..'r lt4r v TL 4A . 81.04K, 'C4 . $ C —J -re 0 -1 i p, c.1.1 0 t �.tt� A01 X1-14 I f c., A 3 ! E 2 & STA a ArteloN o Q C,L G v ', GLEAM - Oa'S ! e � ¶ .4. CQ-1aY1.i►.410 CCout.)amts I pt o) eeir F L► & j COLL,A0404 e 1,® I ' r cl.,os AAA Nt E Cc-l-teou COPIES TO Miami Sholte4 Vittage Baia* Lng 0 Zoning IF SIGNE6`_ -7/1/7, /7- /S_13 > TO 4i74T.rr4r 5310- .0.114 Auer nke., '', I rz. 4218 b) INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDE9 ALE, FL 33309 {305) 4-777 THE FOLLOWING WAS NOTED: Repoiit # c At3-. cats 1,6Jc -ta -ea- As Sr3z.l► =d'r) ottlir aACG 11001 Ss,14 C- Liz%) IliS fee- a AOIL„,aoloi I+a S7 As v.As fat a t9. +1- 1 '"0.x' ''i 4 ,1 CoLSZ e LI ALL, AA. c0.3 JENKINS & CHARLAND 'c-) L1_.�'14' °F. COPIES TO Miami Shanee V iteage. Buti.Pxling 6 Zoning S r a c - - As S pe cat - r DATE OE I'Vtl PROJECT $alUy IAn ueA3•C if Powex &..Uddng LOCATION 112th Ststeet g Math Miami Avenue CONTRACTOR Cha42. JOB NO. #9222801 OWNgR PRESENT AT STE Fa. A l431 , A 4JSC►A or 1-o C.iose Art cc-46 TO > 110S? c--nooN3 , a� JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 ACAZ A 4oe&ate4 Inc. 5310 N.W. 33xd Avenue. Nate 0218 Ft. Lacidehdc1 . FL 33309 THE FOLLOWING WAS NOTED: ROW # 2 S 0 F" 01.0.3m .s. S a" —_d 4 cs 6,0 M-4 I al 4 , P - S ~ 1 � P.', Pte `Z. Q -►3 . I) Q -4) tt$ 1G1 =8 N 1 - � � � N -4A►3 4 -G i� 1� to tt 3 TA_ 3.3 a' A La.. CoLomf) STEP Pat �1P 6T '• ug4, OK C OSe elms II COPIES TO Miami .Shohvi Ulf-fag &, Along 4 Zon..ing DATE PEc. 14 I543 JOB NO. 09222801 PROJECT Sault Unive&4 to - Poweio Buitdina LOCATION 112th Stkeet 8 Moth , Miami: Avenue CONTRACTOR Chaise °at 47 ,3 AM Oat r PM TO > JENKINS & eHARLAND INCORPORATED Consulting Engine:ors. 3559 Northwest 53rd Street FORT LAUDERDALE, FL 333O9 (305) 404-7777 ACM AA 46 aiate 4 ' , InCo 5310 NW 33 Aventle. Smite 0 218 Ft. Laude FL 33309 ?......6.eirael ■?-itz.44,^1".161-.) COPIES TO Miami Shote4 VJ2kqe. Baitding g Zoning JOB NO. 09222801 DATE ocT ri 93' PROJECT Bafay Liniveuity -=Poweu Building tobiettoN 112th Stet and Noth Miami Avenue CONTRACTOR rhop WEATHER OWNER TIEN1P. AM °8 PM PRESENT AT SITE FIZAta. 21."SC A id 0 VAree THE FOLLOWING WAS NOTED: Repcat#1. ___Fbook3rScrirm j ZYZA 4 tr tt ..31i 757 Via imispecrtoo As FaL.Lis 0 "A" Fa4)00A-rito * m I —fiad ■•• lac GA - 1,) AT, S Of fa Ara° ALto 26 18 OeC.ibift Ll• Sie. Cat..oA.11.) Dowel/ th).44-4- ItAnT. 12,ei,, ?Ac i laraulp-ar). •L) 9. asios Te s TIN Ca e poe.-reNo i, T:1.1.3 a la 4 2. Ti- is - raST 2.erogx t,A As tam. 66 %MU PcsreAdkee- y C_.biocaze-re ) aDDUCT Gpa a SAS 5Upfueo 3esehon in! STD M c 11. ki.t Ale ,t 130S cta Lc,„c, - 11Jc.u. 864. 00m A RAcx.,76.407for UnLtaez3,, 5 r-‘ Atop "rt-te Awl k)et) T•gtakutAc. Ftoo,c 13 3 a e ilaCoa - 9 4 ,,,,Ln AS 4 (3.30 .vJA ,A,oveao tN3 yOr r DATE t- JOB NO. 09222801 PROJECT Balmy liniu msti y = Poweio BatEcting LOCATION 112th Sheet and NOV Wawa AventO, CONTRACTOR Chime OWNER WEATHER Li TEMP• °at AM ° at PM , PRESENT AT SITE THE FOLLOWING WAS NOTED: JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559. Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ! . A$soei.ters, 11 ;31n Al 33rd AvoIwoD .^UJi #91 fi Ft. l arijrfvlydoP' Fl 33309 Repo /a # 2 cam' Vrt-A10010A- ;Onnup.,k riniocare CAtft4e,, COPIESTO MialMd S(Doi V-Wt ?Co tL J t�►g f; 7(rn.('ng II SIGN DATE 0cr. to 1 193 JOB NO. 09222801 PROJECT Batty Univeuity - PowetA Buitding LOCATION 112th Stiteet axed Moth Miami Avenue CONTRACTOR ' ' . Chaco OWNER WEATHER CLe$4,4 TEMP. ° °at AM cs Ar 'at PM PRESENT AT SITE F .114640 ' 3 V Znie-1 A 4./ C* JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484.7777 TO ACA/ A44oci Inc. 5310 NW 33 AVenae. Saite 0528 F LaudeAdate FL 33309 THE FOLLOWING WAS NOTED: Repoxt 0 3 ip pccro OA.) 1-0.04) 0 Ali 4.3 LtsaiE C„, 4 15 $ $ - E rms e Q3:. 44 ‘ PLA 40 00 S Mt X AA3CILE 67. ( LAG. i si '112. S ?LE o-ea_t COPIES TO Miami Shofte4 Villas(' Ruitding 8 Zowing SIGN & F A *A eul2Ai#aU U. ta t34 ro (4.2. Lo13 i Am4) //f 2 DATE Oa 16 1973 JOB NO. 09222801 PROJECT Swag Umi:veitzit'y e Poweia 3wUddc LOCATION 112th Stiteet g Nchth Miami Avenue CONTRAQTOR Cheuse OWNER WEATHER G l &lit TEMP. � °at, / —e °at AM PM PRESENT AT SITE COPIES TO JENKINS & CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To ACAT Qr.�aa R ' 5310 M.N. 33 Ant Ave ule, Su, a 0218 Ft � ► aad vtdaJ_e fl FL 33309 THE FOLLOWING WAS NOTED: Repaxt 110 ren,IlhJ Al') 060 Arr 0.7 1 . e g3"Z- 0ca4E,Ls e 14- 3, °tic. 3000 ?VI ►•ro. (cit4et+ aTE A44‘.-7 TAAAAA gA 74.- P., IS 10 d 'TA ,rvD N•A JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE,, FL 33309 (305) 484-7777 ACAI Asoe.ues, Inc;.- 5310 N OL 33hd Autnwa sa 18 fib:. 1 aaide date, FL 33309 THE FOLLOWING WAS NOTED: Repo t DATE. OCT Z 19 9.E PROJECT &&WUi ut°LZV21ib�i .tlf - Poweti-s •Baikdag LOCATION 112th $t' eez, 6 North Miami , Avenue CONTRACTOR Chase - WEATHER. JOB NO. #9222807 OWNER oat too AM .at PM PRESENT AT SITE a AL ( RO5r.o.ra. ktuA er '4"ig 711.4 . VIA. PC a. STA ail ram__ 4 Z 1 Foe. 'fli r A,Ak o P e ILA p {k:"' . " . 8 S. COPIES TO 1 am-i SITOO i VJ J'a a Ru-iZd4',ng 6 Zm%wg E0,3- ` � to mt ., t -7. 3 cj �i ° 7- •p JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 5310 N.W. 33'id :Avenue. Suite #218 Ft. Laudendate FL 33309 THE FOLLOWING WAS NOTED: Repoht 0 ?LA4 'Ot O COPIES TO Miami Sh.oxez Village Buitding a Zoning IP DATE Oa 29 1113 PROJECT JOB NO. 09222801 Samy Un vel4 ty Paums Buitding LOCATION 112th St eet g NoAth Mara Avenue CONTRACTOR Chae WEATHER OWNER TEMP. °at 1/ °at , PM PRESENT AT SITE �0.A�srC. Ora ?A% 'V /4 7 9.? ET' INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 me)484-7777 TO ACAI Assoe iates, Inc. 5310 NW 33rd Avenue. Sate 0218 Ft. LaudeAda. eo FL 333 09 THE FOLLOWING WAS NOTED: OW To JENKINS & CHARLAND Report 07 L-Ae_: r 2&Te As t. tOlt, V LOD COPIES TO Miami Shams V.i•P ease Building 6 Zo'U Yll3 DATE O � MV S/ PROJECT Baray Urz ven s &&y - PoweA4 Bu itd ing LOCATION ;112th, Sticee. 5 Nantk Wam c Avenue OONTRACTOR Ckase JOB NO. #92228 ©1 owN TEMP,;, 6 ' at ' l 300AM °ffi PM PRESENT AT SITE FR,AaY 12v sc. tA Jc SIGN TO JENKINS & CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 4844777 ACAI Avtec.iatP4, "inn. 5310 N.W. 33' d Avenue, Suite #218 Ft. LaudvLck,, e, FL 33309 THE FOLLOWING WAS NOTED: Report ¢p i j , i pA as e O31_ A 44 ¶rect. r -A, C. » A s fa / 'b, OIL ; 91c.ACZ 3on� 4 95/ N l s COPIES TO ?licwu S{t olte s V U ige Bu iian j 8 Zon pa TIE SIGN DATE tkleil l., I ? PROJECT Uf t( 8 tveAz itf CONTRACTOR Chase WEATHER JOB NO #9222801 Powen4 F Ud LOCATION 112th Skeet B Month : M-uam i Avenue O WNER PRESENT AT SI 1 t F» Vag 5,C.1 A,. J I�� DATE 0:AM 0 411- JOB NO. #9222801 PROJECT Balmy Ltry vek4.ctj a Ado Pftitding LOCATION 112th Stxeet E Noi th Miami Avenue CONTRACTOR , Cha.4e OWNER WEATHER . C tag Q TEMP. Oat A ,�i , AM ° +�.� PM PRESENT AT SITE INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACA? A4 4oeiate s a inc. ;1117 WJF(1. 33h_d Avernue., Suit. . #218 ade da&, FL 33309 JENKINS & CHARLAND THE FOLLOWING WAS NOTED: Repoht # > 0 1 lug ea-7r , T L L op 1- �-p0nJQA°Teota L Q tea►;; " '� "aim ?0,00 st svo M G c,ar ,niviA Rua C *, $ 3a Vide .re l'esr Ldp S wme e' q ,,g e t COPIES TO Miami Sho'ie4 Viteage Rui.1'd.ng g Zoning I�\ - fiP /i /:.73 CET' DATE 00k, II- 9q JOB NO 09222301 PROJECT Sway Wt ve i.ty o Pow Fuctd_.ing LOCATION 112th St eet S Month Miami Avenue CONTRACTOR Chase OWNER WEATHER _ c L i:N(2., TEMP. °at 1 100 AM °at PM PRESENT AT SITE Fvv &1e- dZ ur tAma JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACAI Asociaes, Inc. II 5310 N.W. 334d Averuue, Sci.ste 0218 Ft. Laudendate, FL 33309 COPIES TO Miam ( Shoite.s VUJ tge $14.iJ?cUno 6 Zoning THE FOLLOWING WAS NOTED: Repoxt # 10 )> 1 iu s ..rI O& i' I. titer at ea.. of 1-0e. t s, As Feiss— S ' � 1 ` a?Aa ra A 4 TE- ?;419 � � �e�a� -�� 7' t Co I. S - .,. Pa. c-ra.octl-litAt— DitAw-P6 k,LTS ,0K 1 1 gitaa. At S‘14600 -", DATE ' MO ti C l JOB NO. 09222801 PROJECT Way Uv►ivefoity - Powe.. -6 Suitdi'ig LOCATION 112th Stne.ez g NoAth Miami Avenue CONTRACTOR OWNER WEATHER G4.1`4,4 T :J EMP. 8 °at L;i °at / AM PM PRESENT AT SITE COPIES TO 4ENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO ACA 7' 4.46E3CiiT QA, T�rC 5310 N L 33td Avenue, Suite #218 Ft. LaudeAd+z4e, FL 33309 THE FOLLOWING WAS NOTED: Repat # ( Srak St C.Au, ta.A.a z rAA R"a'a )4 9 01-4 Irco „ D 4A eLia 29.�'J • p`,Fi' ^r INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (3(15) 484 -7777 TO ACAS A cae iate4, Tn o 5.310 4.W. 33Rd Avenue, Seiz 0218 Ft. LuudeAdaLe, FL 53309 THE FOLLOWING WAS NOTED: Repo . 0 1 I- go. s et-rr" t .0 > > JENKINS & CHARLAND ezo rte 0Ar(rR,b DATE Mae 11c) CONTRACTOR Chade WEATHER 0.4342 JOB NO. �y q q '_7,801 PROJECT Rawly UnitrarrAR t = PM/39.11A RsA..i cling LOCATION 112th .t)/PP.. £ ?'nk :h m AvP �q,.p OWNER TEMP. 4 .-oat ry - AM ° at l aGlJ � PM PRESENT AT SITE P 2.A c a c.„k.", x e , A COPIES TO Miami Sho/te4 Vitt ge Buitding £ Zoning III. - c ( - S ti, ‘,/ DATE MOu►o 1 0 1 / 9 1 JOB Na #9222801 PROJECT ! 8a.vc, y Un ivefo ity - PayeA4 Building LOCATION 112th Stteet g Nonth Miami Avenue CONTRACTOR Chafe OWNER. WEATHER TEMP: 1 . 3 4._ °at j L ' d AM °at PM PRESENT AT SITE FfLA % 4 gcJ$co%4-,,,j) CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To ACA/ A44oc &.tet. ine. 5310 NW 33 Avenue, Suite #218 F.t LaudeAdate, FL 33309 THE FOLLOWING WAS NOTED: . 1) > JA ee, JENKINS & Repont 0 01, toes e COPIES TO Miami Shane4 Village &uitd.ing 8 Zoning Y'31 SIGNED - Th Rfittc.e. ; t9 f Sl Mt me 5 _ Her DATE t# i1 lei 3 JOB NO #9222801 PROJECT &t.v y Un ive ty - Powen4 Building LOCATION 112th Stxeet 6 Month Miami Avenue C ONTRACTOR Chas OWNER WE 440001 TEMP. Q t l °at # 30 a AM ell °at PM PRESENT AT SITE t- IMAM 120SGd ► 0 JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 4847777 TO ACA1 A44ociate- , Ina. 5310 N.W. 33xct Avenue. Suite si18 THE FOLLOWING WAS NOTED: Repoxt # (4 Ft. LaudeAdate, FL 33309 COPIES TO Miami Shnoie s V i!!ci o Ft, iid i ng Znna no DATE (j, 1 '1'79 JOB NO. g226901 PROJECT 1 APay 6lNiLf ,f/ry ° mil/ "i2s '601416 LOCATION 11'2 ih srpfiT At Noe71-1 Nd►4M1 AVE CONTRACTOR ekt4SE OWNER WEATHER i 1 r w D 4 TEMP. at 4 60 -at / 420 AM PM PRESENT ATT T /Zf �'Y [. AiJd e TO INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 �L�II 4 rjoG, r , JENKINS & CHARLAND 5 4,11s4, 11 RD 141e ) Fr 1 ilD02P»" ri 33909 THE FOLLOWING WAS NOTED: mrspar , S771AP ;MAIMS FON 0-6 5C 1D P -ta,6 SP1?1O IocirNGs 1 -P 70 / -Q f 3 yr Q -7, ST: £( Amp Pa ..; te45 Pew j7nm Maithifear, ,WTE - ftVtf /'I' 7 ffljv' S M1$fiN6 !M fieig fo7n4/M t, tjE 0 Irp,7M 6 Fri 8.5 (To ,g- i icaurD 8tfof'h M,'Ysvwie# 1 �. COPIES TO IF'10EILIID POET' SIGNED -1 'Jt ' Tc > JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street ''-FORT LAUDERDALE, FL 33309 (305) 484-7777 ACM Auoe.ca , Inc.. 5310.N:141. 334.d " Avenue, Site . #218 .` Ft. - LaudeAdate. FL 13309 THE FOLLOWING WAS NOTED: Rep # 1 AOSeGY—Tialk3 FO arI AD A Tio04SI � w 6 t6 a 0-10 c) /4" Fig) c K s - ro K1 e) F- RAce qteatua c2De `73oSoo 36( ;x,v00 1 10-31417 1 " " ,04.,c1 1. talm -j ,- COPIES TO Kiwi Shdite's V+ikeage Baitding 6 Zoning DATE Ow IC 1,93 PROJECT &vtgf uwive 4 ity Now Building LOCATION 112th Stue.t 8 Math Miami Avenge CONTRACTOR Cha/Se WEATHER JOB NO. 09222801 OWNER TEMP. °at AM Oat PM PRESENT AT-SITE - 2:. S tI SI Mix 404 0 DATE 100 /if 1 1993 JOB NO. it9222801 PROJECT / Camay Umivevsity - Powevs Bu td.fvtg LOCATION 112th St' eet fi Noxcih kiwi Avenue CONTRACTOR Chase OWNER WEATHER �? TEMP. , Oat r . °at AM PM PRESENT AT SITE 12A a1ML. ?,,.mss , JENKINS` CHAR LAND INCORPORATED e■a� Consulting Engineers 3559 Northwest 53rd Street RT LAUDERDALE, FL 33309 (305) 4847777 TO ACA/ A4,sociate4, Inc. 5370 14.( 0. 33Rd Avenue, State t Ft. Laudexda.2e, FL 33309 THE FOLLOWING WAS NOTED: Repoitt #1 IIa tr3S if? 6cr F ch.lo OAl u » ) , O A i- i ; 1 1 ► L T . . P LS far ce CLAic i u 4 . - ' 1 144 L 1 6 1 4 1 - t ; , c TS ° II "ta. S ' pea ' S AOc. - rUdie L, oft:�r i r 0. ; �a Pow. , 3 t. OS eGC � � -� R 1� Cot-tn./co VA£1i eft) 1.444)E JE - 0 m d F - tiV_ '4 qa.)•CL. . i u p,ce -rAnivvtc ?iftoova- 649e. 73t $O0 8305' Jeto> pi STD /ti» ' (elec. 1 o c e r S i -2.0 32 3 wc 1 3 A r e . A e. 1 3 3 Q Av d / . 134.6 Cloud. e 14.2.0 tatriG ,fin erA oF n F 1 -rd ! CoLA.U.Ar%5 1 3 Sy1 X4 G Lac 0 1 .6 4 -/- L .D e�r! id 1' %e1 Co .oeL LetcA'r805 E 0 0 t F WAS.. +90 1 1m e. > 1LECoczo -ro I Aovtse ,E9Atit 1 M 1- F ` r ti J COPIES TO Miami Sho..t Village Buitdino Zon.inq yam Sf6I1/41E0 IP) F As �� U Awrise kI phkk 2) ?L iNe6 Ft. LaudendaLe, FL 33309 t (LV ofi1i rkacrto a JENKINS & CHARLAND INCORPORATED Consulting Engineers 59 Northwest 53rd Street RT LAUDERDALE, FL 33309 (305) 484-7777 TO " ACM A oe cAte , Inc. 5310 N.W. '; 33.itd Avenue, State. #2118 THE FOLLOWING WAS NOTED: Re. ort.t titan -oad s i0 Z gor2+.flsuli Sr - S ro MI r r�4► cl.. jE eta SAIa4E _A dove. DATE e(o) 1 99 S PROJECT Bcvut y Us ive k4i t1 - Poweit4S Bu ihddng LOCATION 112th Stkeet 6 Math MMam. Avenue OWNER' °at PM CONTRACTOR ehn.AQ WEATHER JOB NO. #922801 3) 10s TGair e/ _ Acct JLy pay. I> b i 19.6att.mr rizafrl C.t,. $ A -'o A 44 ft 4 ALA- AC i® firm %) A t4 LEs f i tteCAS : GA'T L S T s. t DAr-u- ?e4 ►o Q +►4. . ''S u.ST e Latv..15 p (LC-111/41C) kV.% COPIES TO Miami Sh©ne4 Village Building 6 Zoning L" SIGNED / AJ // /F'- 75 ILIOEFT JENKINS & CHAR LAND INCORPORATED CODSU iTi Dg Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 4844777 ACAiAoe4t, 5310 N:1:04 3344 Avenue, Suite #18 F. LaadekdaU, FL 33309 THE FOLLOWING WAS NOTED: RepOit.t # ' 6 > I G..T 'RAO t For.o 9/14 1,..N e L. sreel.... Dett.taa. s inaat,v PQa. 11Jc-rot/Al- 0 t ow. - ta kS St.t.keraULeo, 2) 1 i‘X feig ge %4Prt e4ao...44 Faom Ta Go OK Tc., (...Lose A fou.r4 ItaspetT coLoAtios AS Fou-aD.A.st it 4 E A4- 3.1% ) 0-?.3 ra.-11 S - 3.t( 0 —3 .3 9- 3. 3 0-9 P-- g-1 R ) I le" A LL COL U At aJ C IFAZIOLX/C10 S 44) R.ACZ iA,t1A 4, 8;05s- 30001 es t 5 1" 0. M X Uittorstereren. Tir7sr Lite SA dtd COPIES TO Miaini ShOfte4 Vittage ikatattg 8 ZOOM A s Spec..t Foeiz) GLeasa 9 Rofz. As DATE It i C ) 3 JOB NO. #9222801 PROJECT Ba,ftit.9 Univeioity P OWelt4 Buitding , LOCATION 1 1 2th Stiteet 8 Watt* Miami Avenue CONTRACTOR Chtt4se, V'YEATHEIR PRESENT AT SITE OWNER TEMP. oat r36r'/) AM at PM Z .)10.09 -,0 0 rlectcerr 1 7.07- 3 //4. A 393,9c:be DATE ®EC 1 1 t993 JOB NO. #9222801 PROJECT Batty thviveA4110 - Pow 't4s Bu td cnq LOCATION , 112th Sheet 6 Noxth Miami Avenue CONTRACTOR Chaise OWNER WEATHER TEMP. (.4 °at 0 �f � 0AM pm PRESENT AT SITE FgAIIIJ 4h I.OSC,1 A"d"o JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street ORT LAUDERDALE, FL 33309 (305) 484-7777 To ACA' A44oedia. e4, Inc.- 5310 N.W. 33'td Avenue, Suite 0218 Ft. Laudelida1e, FL 33309 THE FOLLOWING WAS NOTED: Repoitt 017 > a` li N Y V t1 11 b COPIES TO Miami Shortim V.ittage Building 4 Zoning a )< ( oes/cso of )3 A Au s l Pea S1 JC°rU4A+L.. - . , ad S icit,e). 051, 1 e y JENKINS & CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 TO A CAI A44o tc e4s• • 5310 W.W. 33nd Avenue, Suite # 18 Ft. LaudeAdate, FL 33309 THE FOLLOWING WAS NOTED: Repaid # 2 6 > > 1 t�STEGra.f l 3S. As 1- COL tA " 4-10)€ �, �►..� rea. p4ALLS t 1 ®'7 + Adt 4 3) misc.. ArzeAs a s P,e , 7,-115 ®e° i3 64a,04 A _ 1 1,11 sTate 5' CMU t Ltsie T a iVigAsoiuey cO TRAcrroe.. -To d '0 /.17 ! AL~a., a AS As 2,e i COPIESTO Miami Shn>tv4 U,iffogo Ru,i!dhit F 7nnJ g DATE 0 E ie �► PROJECT Sa4gf L1n-ivet.iJ - Pow€1i4 Buitding LOCATION 112th Stceet 8 Nox h Miami Avenue CONTRACTOR Cha6e WEATHER LeAt JOB NO. #9222801 OWNER PRESENT AT SITE 2Ay1� SC%AM0 DATE , 3o 1 3 JOB NO. #9222801 PROJECT Bcwt y Univeuit I y - Powe ;a Building LOCATION 112th Shi 8 Noah Niarg Avenue CONTRACTOR Chase OWN WEATHER t I.e:+vz. TEMP. °at 0 OT) AM °at N PM PRESENT AT SITE ?M Ade /2 / JENKINS & CHARLAND INCORPORATED .. 4 Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484-7777 To . ' ' ACAI A soe tteis. Ina. 5310 N.W. 33. d Avenue, Suite 018 Ft. Laudendate. FL 33309 THE FOLLOWING WAS NOTED: Rep0At 0 2 13 d PS fe - lOr ,r F ' 1 Lo c . v Aims r, rt. ur L, l—r . , Alt-EA '‘. R.1 ►► a 1" 71-147C7 1- 1-Z. To A ..L U ► k ALL tJ Y Tir.,A ad g. e a t i S 2� 5-A2T t oSTALL*1" P6700 or Coe's C utue 1 a n To E . F • 1► COPIES TO Miami Nhonjeis Village & Ming / 7nming JIE ]I]I SIGNED IJ1') CET' ---- - 6- DATE 3Ao 3 tfil JOB Na 119222801 PROJECT ff!! .pp�� Beau Ui ivvai o ° Powex.�� p` /� Bw Ud cnc LOCATION 11 2th Sheet g Moak Miami Avenue CONT : OWNER WEATHER �e•aft ( a d 41 TEMP. f3 gat �� °at 9 AM PM PRESENT AT SITE C t otic-� 2 � , THE FOLLOWING WAS NOTED: RepoAt # 3 0 > JENKINS & CHAR LAND INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 ACM A4soo.i.. e4, I n 5310 N.W. 33xd Avenue, Suite 0 218 Ft. Laudendae, FL 33309 OSpa.:11 P." CV PrCelP4rraltC ti C„ ELLS C r r 1 -1517r d.:ira e AA- A "D EL�v�'T�r2. 6 1�+.eS 2c ,,k3c A s Sercct `= a Ole -r C s �L "vo � ..ms° Pt 0 ?4u2 A COPIES TO Miami ShOne4 flit age Buitclin9 5 Zoning 8 INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 - 7777 II T'b ACAZ A4Aociate4, 5310 M.W. 33Rd Avenue, Suite 0218 Ft. Laude dale., FL 33309 THE FOLLOWING WAS NOTED: > JENKINS & CHAR LAND Repoitt # ALL 5112ti1.. ?gam A wt 0 c - s , 0 k 2' �I C M U Pb» ra u I M Yfl A760 $ -] e.A Z.S C.sa p .G COPIES TO Miami Choheh VJ!9aoo Ru ld i ig 17n.N.iw3 DATE PROJECT &4ky thv ve 6s ty Powem, &wckd c.ng 112th Stet 8 NoAth M4 Avenue LOCATION CONTRACTOR Charge WEATHER JOB NO. #19222801 OWNER 5 oat ;063 °at F AM PM PRESENT AT SITE F aA 04 2 Us >t d 1 ;.:� To ?aa COML. (L1T1 s itertz ut�c T 1) ©Her DATE -tea, 1 t'94 JOB NO 09222801 PROJECT EaxIt y Univvoity - Powei 4 Buitding LOCATION 112th Stteet 8 Noi th ' M.ia4 Avenue CONTRACTOR Cha, Q OWNER WEATHER .- C.,.6.001-02., TEMP, c6 °at ( 63e2AM °at PM PRESENT AT SITE INCORPORATED Consulting Engineers 3559 Northwest 53rd Street FORT LAUDERDALE, FL 33309 (305) 484 -7777 TO ACA/ A<4oe.tateh, < Inc. 5310 N 33i Avenue, Suite #218 Ft° Lda'� FQ 33309 THE FOLLOWING WAS NOTED: Repaid 0 > I 14 eN ii Beier . 4 Reue110 . S a eLoC '0+2Av,..) A %ove eel "JENKINS & CHARLAND ere . s t dZ ot„ a l! i., ! .t 2 e fZcotAt— Ze a ? c ta*Ait , Ajr OOPIES TO Miami Sho m Vittage Rait l..ic g R 7oning SIGNED e gal STA. 1... A f ,a c.7 MA. FAank LuBien Warm: ShoAe4 Vijlage Building 6 Zonag Dept. 10052 N.E. 2nd Avenue Miami ShoAez, FL 33138 Fun! Macy 27, 1993 Barry University c/o ACM Associates 5310 NW 33rd Ave_ Suite 218 Ft. Lauderdale, FL 33309 Attic Ed Cannon Gentlemen NUTTING ENGINEERS Of R.oRIDA INC. EsTABLIMED 7967 Submitted herewith are the results of an updated analysis of the setilemient characteristics and soil bearing values for the proposed Natural and Health Science Building and Powers BuiluieE at Barry University. This letter is a follow up of the conversation between August Kampmanri of Nutting Engineers of Florida, Inc. and Edward Cannon of ACAI Associates on Wednesday. May 26, 1993. The original settlement calculations performed for the two referenced bufldings were based on a Schmertmananalysis which incorporated the natural geologic conditions of the area Due to the fact that a modified ground coition will exist at both referenced sites upon completion of the surface compaction procedures recommended in our reports dated February 23, 1993 and March 15, 1993, it is our opinion that an allowable soil bearing value of 4000 psf for both buildings may be assumed. This opinion is based on a review of our original settlement calculations performed for the referenced projects and an understanding of the ultimate ground condition to be achieved upon completion of the recommendations made in our original reports. Based on our review and a maxlmuar allowable soil bearing vaine of 4000 psf, it is our opinion that the total settlement for both buildings vall not exceed 1 ". Upon the saccessfnl completion of the procedures recommended in our original reports for the two referenced buildings an allowable soil beating value of 4000 psf can be used f_vwdll4. or footing design. - - fotrting shalt tea° it Welared°9pread fox sitns"2' "oi �aaag ' "'Area= of each footing shall be 1.5' below lowest finished grade adjacent to the footing. We appreciate this opportunity to be of service. Should you have any questions, or require additional services, please contact our office at your convenience. Restfully submitted, NUTTING ENGINEERS OF: FLORIDA, INC. August Kampmann Project Enghieer CANNON/Alas Post-lr brand laic trarendttal memo 7671 . ae i • J RE: Proposed Natural and Health Science BnBding Proposed Powers Building FL ti Geotechnical & Construction Materials Hydrogeology & Monitoring W808 Engineering • Inspection • Testing r. t E f '�-Ex ` I0113 Enginf er • 1310 NEPTUNE DRIVE • BOYNTON BEACH, FLORIDA 33426 Boynton Beach (407) 736 -4900 - Pompano Beach (305) 941 -8700 . FAX (407) 7374975 March 15, 1993 NUTTING ENGINEERS OF FLORIDA INC. , ESTABLISHED. 1967 mo o/ Geotechnical & Construction Materials Hydrogeology & Monitoring Wells Engineering • Inspection • Testing _ J ,,w;sisietssi-zera:_ MAR 199 PlEculfEa r A CAI ASS C3 R iNg " lti Barry University c/o ACAI Associates, Inc. 5310 NW 33rd Ave. Suite 218 Ft. Lauderdale, FL 33309 RE: Barry University Proposed Powers Building Miami, FL Gentlemen: project in Submitted herewith are the results of our g� � � investigation for the is understood that two story building will accordance with our proposal dated January We understand that the proposed building be constructed in close proximity to neighboring buildings. will be built at the location of the existing faculty/staff parking area in between the School of Business Building to the north and the Student Dormitories to the. south. This report presents our findings and recommendations. EXISTING SITE CONDTTIONS The proposed Powers Building will be located in the southwest corner of the east campus. The campus is split by North Miami Avenue with half of the campus on the west side of the street and half on the east side. The proposed Powers Building is located immediately south of the Andreas School of Business which has a covered walkway along the south side within the eastern three quarters. The faculty parking lot is immediately' south of the o use g de�wit re parking story maintenance building in the southwest corner of this parking \l area is approximately 2.5' to 3' below the floor level of the business school. The exterior walls of the business school appear to be in good condition. FIELD INVESTIGATION A total of five standard penetration test borings to depths of 25' were rf foorm field boring which m site as located on the boring location plan. The drill technician levels and any other indicate depth of each stratum, material type, blow counts, groundwater maintained fil pertinent information. All samples were inspected in our laboratory and final test boring reports prepared. SUBSURFACE SOIL CONDITIONS The United States Soil Conservation Soils Map indicates that Barry University is located on St. Lucie fine sand and Dade fine sand. St. Lucie fine sand has a very low water - holding capacity and is used primarily for building sites. Limestone i bedrock �typi�f located � the surface Dade fine sand is similar to St. Lucie sand is in closer proximity to the limestone bedrock. 1310 NEPTUNE DRIVE • BOYNTON BEACH, FLORIDA 33426 Boynton Beach (407) 736 -4900 • Pompano Beach (305) 941 -8700 • FAX (407) 737 -9975 Quartz fine sand with varying amounts of limestone fragments was encountered within the stratum of each test boring. It is our opinion that the low N values in the test boring reports in the region of 5' to 11' are representative of loose fill sand within the solution holes of the limestone. The limestone provides significantly more strength than what these N values represent on the test boring reports. GROUNDWATER CONDITIONS Groundwater was encountered at a depth of 8'. Groundwater levels will fluctuate with changes in adjacent canals, amount of precipitation and other environmental factors. ANALYSIS AND RECOMMENDATIONS Based on our investigation and analysis, the subsurface conditions in the area of the proposed Powers Building appear adequate for construction of the proposed building on spread footings. We originally performed a settlement analysis for the proposed structure using an allowable soil bearing value of 4000 psf which generated an unacceptable long term settlement approaching 2 inches. Settlement calculations for a 2500 psf soil bearing value revealed an acceptable long term settlement of 1' after completion of the procedures described below. Following are our recommendations for ground modification and foundations for the proposed building. The following recommendations are based on a Schmertman settlement analysis using an allowable soil bearing value of 2500 psf, a 7 kip per lineal foot wall load and a 300 kip column load. A higher allowable soil bearing value (6000 psf) could be achieved by using the vibroflotation method to densify the foundation soils; however, since the loads are in the low range, such method is not considered cost effective. Furthermore, the vibrations imparted to the existing building would be significant and could cause distress to the building. 1. Strip all asphalt, base course, vegetation and topsoil from the building area to a minimum of 5' beyond building lines. Excavation to general grade may be necessary in the area south of the existing school of business where the existing grade is higher than that of the existing faculty/ staff parking lot. The intent is to create a fairly uniform plane surface within and to 5' outside building lines. Should organics or other deleterious materials be encountered, they should be undercut and replaced at the direction of the geotechnical engineer. 2. The stripped surface within building area (and to 5' outside building lines) shall be thoroughly soaked with water and compacted with a minimum of 15 overlapping passes of a large vibratory roller imparting a minimum dynamic force of 20 tons and operating at a maximum speed of 1.5 feet per second. 3. All fill required in the building area shall be granular material placed in maximum 12" loose lifts, each lift compacted with the large vibratory roller described in item 2 until the density is 98% modified proctor (ASTM D- 1557). This procedure should continue to the required grade. Suitable fill material is sand or sand and rock fragments containing less than 1% organic content, less than 10% silt content and rock sizes less than 3" or other material approved by the geotechnical engineer. 4. The vibratory compaction equipment will cause vibrations that may distress adjacent buildings and persons. Due care should be taken during the performance of this work. We recommend the use of a 3' to 4' deep vibration isolation trench between the existing School of Business and the proposed building site. The vibratory roller should work parallel to this trench and should work from the north towards the south. NUTTING ENGINEERS OF FLORIDA. INC. ESTABLISHED 1961 2 5. Compaction requirements should be checked by field density tests and the appropriate laboratory moisture density tests. A standard testing interval is one density test per 2500 square feet per lift in building areas with a minimum of four per lift. 6. All footing and floor slab subgrades disturbed during the construction process shall be recompacted to 98% modified proctor. 7. Upon the successful completion of the above indicated procedures an allowable soil be bearing value of 2500 psf can be used for footing design. Minimum footing widths 3' for isolated spread footings and 2' for bearing walls. The bottom of each footing shall be 1.5' below lowest finished grade adjacent to the footing. 8. If any subsurface conditions are encountered which are different from those indicated in this report or the structure details or locations are altered from those studied, this office should be notified immediately. 9. OSHA and State of Florida requires that all excavations be entered by a person, shall be properly sloped back and the angle of repose or alternatively, shored by a system designed by a qualified professional engineer. Florida law further requires that a line item be included in the bid price reflecting shoring requirements. We appreciate this opportunity to be of service. Should you have any questions, or require additional services, please contact our office at your convenience. Respectfully submitted, NUTTING ENGINEERS OF FLORIDA, INC. August Kampmann, E.I.T. Project Engineer Attachments: Test Boring Location Plan Test Boring Logs 1 -5 Soil Classification Criteria Limitations of Liability BARRY /AKIe NUTTING ENGINEERS OF FLORIDA. INC ESTABLSHED 1967 3 0i •j 1 c6ALE 30' ANPREAS 5611NA. oF BusiNE'SS FACATY/jTA l'AcRKING- # 3 r›,..11h1.• Pt AI P.s■ /PP< 1 0114r-, 4 2" Top -Soil 27 15 6 LIPESTONE fragments & tan calcareous sand Lt. brown quartz fine SAND Gold & tan quartz fine SAND, trace Limestone fragments 4( 10 7 Medium yellow quartz fine SAND Oran ge quartz fine SAND 10 Tan & yellow quartz fine SAND, little shell fragments 39 Lt. tan quartz fine SAND, trace shell fragments II 26 30 Lt. tan quartz fine SAND Test boring terminates @ 25.0' or rtOMOA. Mc ESTASusatED 1967 1310.NEPTUNE DRIVE BOYNTON BEACH, FL 33426 (407) 7384900 • (305) 9414700 DEPTH DESCRIPTION OF MATERIALS •'T. 00 2.0 4.0 7.0 9.0 15. 20. 23. 25. CLIENT PROJECT PROJECT LOCATION HOLE LOCATION DRILLER ELEVATION REFERENCE CASING: DIAMETER SAMPLER: DIAMETER & TYPE 2 " O.D. x 2' Split Spoon GROUNDWATER DEPTH: IMMEDIATE 8' SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. °ORM 114 NUTTING ENGINEERS TEST BORING REPORT 10 Barry University Proposed *Paters Building Barry University Miami, FL Approx. 30' S & 65' E of SW corner of J. Hogan Approx. @ road crown 3" OD BX Flush Couple • PENETRATION — N VALUE 20 30 40 f0 t0 70 Andreas School of Bus. Bldg. DATE STARTED DATE COMPLETED HAMMER WT 280# HAMMER WT 1 Water Table Geotechnlcal & Construction Materials HydrOgeOlogy & Mondortng Weds Engineering • Inspection • Testing FAX 1 (407) 737 -9975 s0 ORDER No. REPORT No. HOLE No l 90 N #2 Fla g, #21083 FALL Mows SAMPLER CASING 2/7 20/13 12/8 7/5 3/3 3/5 5/5 5/7 4/3 4/5 4/5 5/5 8/1 E 23/27 10 /1's 14/1! 9/11 17/16 9162 1 1 1 2/20/93 • 2/20/93 24" 15 25 25 27 29 10 17 25 23 19 9 14 18 �.. FALL P E. 1" Asphalt _ 31 16 LIMESTONE fragments & tan calcareous sand Orange & tan quartz fine sand & limestone fragments Tan quartz fine SAND, little lime- stone fragments lu 9 6 • Tan & yellow quartz fine SAND • lEr 9 C Lt. brown quartz fine SAND 0 Lt. tan quartz fine SAND 30 32 26 .0 Test boring terminates 9 25.0' 01 FLO64O Tic ESTABl.6HE0 1967 1310.NEPTUNE DRIVE BOYNTON BEACH, FL 33428 (407) 736-4900 - (306) 9414700 DEPTH DESCRIPTION OF MATERIALS •PT. 00 2.5 4.0 7.0 11. 15. 25 CUENT PROJECT PROJECT LOCATION Barry University Miami, FL HOLE LOCATION Approx. 67' S & 200' E of SW corner DRILLER J. Hogan ELEVATION REFERENCE Approx. 9 road crown CASING: DIAMETER _ 3" OD BX Flush Couple SAMPLER: DIAMETER & TYPE 2" O.D. x 2' Split Spoon GROUNDWATER DEPTH: IMMEDIATE 8 ' SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. FORM 114 NUTTING ENGINEERS Barry University TEST BORING REPORT Proposed Powers Building • PENETRATION N VALUE 1 30 40 10 00 TO Geotecnnical & Construction Materials Hydrogeology & Monitorrng Wells Engineering • Inspection • Testing FAX t (407) 737 -9975 W Andreas School of Bus. Bldg. nATE STARTED nATE COMPLETED 280# . 24" HAMMER WT FALL HAMMER yIT # FALL 30" Water Table ORDER No. REPORT No. HOLE No 2 # SO N F ai g, 121083 SLOWS SAMPLER CASING 65/18 13/10 12/9 7/6 5/5 5/5 5/5 4/6 3/3 3/4 3/3 6/6 8 17/15 11/15 17/23 8/11 15/17 9162 1 1 2/20 /93 2/20 /93 8 12 21 22 28 7 11 17 17 21 12 15 19 P.E Gray ,& tan quartz -:fine SAND = 7 10 Gold & tan quartz fine SAND, little limestone fragments Tan quartz fine SAND, trace lime- stone fragments, trace shell frag. D 8 8 Medium orange quartz fine SAND Yellowy tan quartz fine SAND 9 Tan quartz fine SAND, trace lime- stone fragments > 27 Lt. tan quartz fine SAND 11 13 - Test boring terminates @ 25.0' 00 2.0 4.5 7.0 8.5 15.0 20.0 25.0 FORM 114 NUTTING ENGINEERS of FLORIDA. MG ESTABLISHED 1967 1310 NEPTUNE DRIVE BOYNTON BEACH, FL 33428 (407) 7364900 • (306) 941.8700 DEPTH • DESCRIPTION OF MATERIALS • R. TEST BORING REPORT • PENETRATION — N VALUE e se 40 SO S0 . 70 CUENT Barry University PROJECT Proposed Powers Building. PROJECT LOCATION Barry University Miami, FL HOLE LOCATION Approx. 80' E & 35' S of SE corner of Andreas DRILLER J. Hogan ELEVATION REFERENCE Approx. @ road crown CASING: DIAMETER 3" OD BX Flush Couple SAMPLER: DIAMETER & TYPE 2" O.D. x 2' Spilt Spoon GROUNDWATER DEPTH: IMMEDIATE 8' SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. HATE STARTED HATE COMPLETED HAMMER WT . 280# HAMMER w 14 Water Table f James Geotechn*cat & Construction Matenats HydrogeOlogy & Mondonng WeUs Engineering . Inspection • Testing FAX • (407) 737 -9975 so 90 N aig, #21083 SLOWS SAMPLER CASING FALL FALL 2/4 3/4 5/5 5/7 5/5 3/4 5/4 4/5 2/3 5/8 4/3 6/6 10/12 15/17 5/5 6/5 5/6 7/8 9162.1 11 14 24 27 25 6 10 14 20 20 8 12 16 ORDER No. REPORT No HOLE No 3 School of Bus. Bldg. 1 2/20/93 2/20/93 . 24" 30 " P.E Tan & gray quartz fine SAND, trace limestone fragments 8 13 6 Tan & orange quartz fine SAND, trace limestone fragments 5 6 Tan & yellow quartz fine SAND lEr 10 42 ) Lt. tan quartz fine SAND 29 24 0 Test boring terminates @ 25.0' d FLORIO&. sIC ESTAaUSMED 1967 1310 NEPTUNE DRIVE BOYNTON BEACH, FL 33426 (407) 736.4900 - (306) 9414700 DEPTH DESCRIPTION OF MATERIALS •FT. 00 2.5 5.0 20. 25. CORM 11. NUTTING ENGINEERS TEST BORING REPORT • PENETRATION — N VALUE 1 !0 40 10 00 70 Geolechntcal & Construction Materials Hydrogeology & Monitoring Weds Engineering • Inspection . Testing FAX 0 (407) 737 -9975 00 SO N ORDER Na REPORT lie HOLE No 4 of Bus. Bldg. Jame J . laig, 121083 SLOWS 8AMPLEQ CASING 1/4 4/4 5/6 7/7. 4/3 3/4 3/2 3/4 2/2 4/6 4 /5 5/6 13/17 25/27 11/11 16/1'. 10 13/1i 9162 1 CUENT Barry University PROJECT Proposed Powers - Building PROJECT LOCATION Barry University Miami, FL HOLE LOCATION Approx. 135' S & 35' E of SE corner of Andreas School DRILLER J. Hogan I1ATE STARTES) ELEVATION REFERENCE APprox. @ road crown fATE COMPLETED CASING: DIAMETER , 3" OD BX Flush Couple HAMMER WT 2800 SAMPLER: DIAMETER & TYPE 2" O.D. x 2' Split Spoon HAMMER 44 GROUNDWATER DEPTH: IMMEDIATE 8' Water Table SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. 1 2/20/93 2/20/93 FALL Z4" 13 20 30 42 45 14 19 23 30 35 12 17 21 30 .1 FALL PE NUTTING ENGINEERS OF FLORIDA. INC ESTAaUISFED 1967 1310.NEPT NE DRIVE BOYNTON BEACH. FL 33426 (407) 736 -4900 • (305) 941 DEPTH . DESCRIPTION OF MATERIALS • PENETRATION —14 VALUE • FT 0 10 • 20 30 40 i0 a0 " 00 1.5 4.5 7.0 8.5 15.0 20.0 23.0 25.0 CLIENT PROJECT PROJECT LOCATION HOLE LOCATION DRILLER ELEVATION REFERENCE: CASING: DIAMETER _ SAMPLER: DIAMETER & TYPE . 2" O.D. X 2'. Split Spoon GROUNDWATER DEPTH: IMMEDIATE 8' SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED FORM 114 TEST BORING REPORT Barry University Proposed Powers Building Barry University Miami, FL Approx. 135' S & 52' E of SW corner of J. Hogan Approx. @ road crown 3" OD BX Flush Couple Geotechncal & Construction Materials Hydrogeology & Mon /toting Wens Engineering • Inspection . Testing FAX i (407) 737 -9975 t0 00 N 1" Asphalt Gray & tan quartz fine SAND, soc limestone fragments Tan quartz fine SAND Dk. orange slightly CLAYEY quartz fine sand, trace limestone frag. Dk. orange & tan quartz fine SAND,' trace roots Dk. orange & tan quartz fine SAND Tan quartz fine SAND, trace lime- stone fragments Lt. tr a quartz fine SAND, trace limestone fragments Lt. tan quartz fine SAND Test boring terminates @ 25.0' 4 I 17 18 14 14 11 9 18 21 24 SLOWS SAMPLER CASING 23/8 9/15 13/10 8/7 6/7 7/7 7/7 7/7 5/6 5/4 4/4 5/5 8/8 10/13 9/9 12/14 10/11 13/15 13 16 19 18 20 5 10 14 22 22 9 13 19 9162.1 ORDER No REPORT No. 1 Houk*. 5 Andreas School of Sus Bldg. 2/20/93 HATE STARTED GATE COMPLETED HAMMER WT 28411 FALL HAMMER WT 1 • J FALL Water Table OTHERWISE. � , ✓ P E. James J ig, /21083 2/20/93 r Per obelftwaso al Irevvorl Aw... 1.r..r. . / a as .. _ Ile Z - -El MEM �- -- } }: . . €.. 1 . SPT N -VALUE RELATIVE (blows /ft.) 0-4 5 -10 11 -29 30-49 . >50 100/6' Boulder Cobble Gravel Sand Silt Clay RELATIVE DENSITY SAND PARTICLE SIZE DENSITY V. Loose Loose Medium Dense V. Dense Refusal >12 in. 3 to 12 in. 4.76mm to 3 in. 0.074mm to 4.76mm 0.00Smm to 0.074mm <0.005mm °Came M aro 0.10/124 vowing e.• 3.1.1 /1-0...10 SOIL CLASSIFICATION CRITERIA SPT UNCONFINED CONSISTENCY N -Value COMP. STRENGTH (blows /ft.) (tom /ft.2) <2 2 -4 54 9 -15 16 -30 >30 0 -5% 6 - 10% 11 - 20% 21 - 35% >35% SHEAR STRENGTH CLAY <0.25 0.25 -0.50 0.50 -1.00 1.00 -2.00 2.00 -4.00 >4.00 V. Soft Soft Medium Stiff V. Stiff Hard DESCRIPTION MODIFIERS Slight trace Trace Little Some And t TWA. .nd News ONO or Ream f1 11 Its J Trey *wok Solis OMNI 1311 . 1311 " astylV V01 p al rlal� der snlowiss ON OC NV wok Wry amolial Wows Clem sands. nul -ib Worm - orm IM OC tll a O01. CH ON IT toady .,.d.d rook and OtM. or so •.ns Mw pPoorly wad ands and — rods. NM - Mfloss . Wow* taw vary Ow ands. tort Nor. rods K dw tt 110. 0111111 Noes. Wady de" gradgradual o B110. star Orgink Wes sad townie shy clwa of bi r dlawroosor fins sands 1 its. rook Ohs Inoryak days el 'tiro pl.Rkity.+.t d.1 T V plardatif await soli wU. Polk assek. Sad t/tMt 1414.100 1 C1dw C7br s C.- D•dOte 0w 1/Owd �� 1 C . 4— Worm t old 3 Not e1.atkig both aria to/ ON Aesrbsf ids plot beim A Y 1 da plasticity Ir I7s Or • Atatbsty Smis plot ran A M e Ind platidt► il;Wm raw lbw 7 AteslbRU Ibdb Plonk* Plonk* in 10201001 1.00 ant 00,110100 dmificat 200026281+ dud es systbak C DplDto OnwswwS �• H S M Not Mwrr twil art.lot m aw Ato 1>fid W Wain WOW M platk IMO: M tun • Amato" ids p/M Woo A - 11110 and pOttilty index room IAw 7 Ato•eb limbs 11s p 00et24d • won Risw Warring da„ blr noosirins s•a of doll rode* N -.. l • - - M \••1 Vi.1741rad W7nWkstiw. so AWN D.4.tb.10 MMlt. LIMITATIONS WARRANTY We warrant that the services performed by Nutting Engineers of Florida, inc. are conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions. NO OTHER WARRANTIES, EXPRESSED OR IMPLIED, ARE MADE. While the services of Nutting Engineers of Florida, Inc. are a valuable and integral part of the design and construction teams, we do not warrant, guarantee, or insure the quality or completeness of services provided by other members of those teams, the quality, completeness, or satisfactory performance of construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. SUBSURFACE EXPLORATION Subsurface exploration is normally accomplished by test borings; test pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is toted in the report. This information is represented on a drawing or on the boring log. The location and elevation of the boring should be considered accurate only to the degree inherent with the method used. The soil boring log includes sampling information, description of the materials recovered, approximately depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the Iocation and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transition between soi', strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transition between soil strata is often gradual. Water level readings are made at the times and under conditions stated on the boring logs_ Water levels change with time, season, canal levels and local well drawdown. LABORATORY AND FIELD TESTS Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All determinations included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. OF LIABILITY ANALYSIS AND RECOMMENDATIONS The geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as a construction specification. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and these variations may not become evident until construction. If significant variations are then noted, the geotechnical engineer should be contacted so that field conditions can be examined and recommendations revised if necessary. The geotechnical report states our understanding as to the location, dimensions and structural features proposed for the site. Any significant changes in the nature, design, or location of the site improvements MUST be communicated to the geotechnical engineer so that the geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. The geotechnical engineer should be given the opportunity to review all drawings that have been prepared based on his recommendations. CONSTRUCTION MONITORING Construction monitoring is a vital element of complete geotechnical services. The field /inspector is the owner's 'representative observing the work of the contractor, performing tests as required in the specifications, and reporting data developed from such tests and observations. THE FIELD ENGINEER OR INSPECTOR DOES NOT DIRECT THE CONTRACTOR'S CONSTRUCTION MEANS, METHODS, OPERATIONS OR PERSONNEL. He does not interfere with the relationship between the owner and the contractor and, except as an observer, does not become a substitute owner on site. He is responsible for his own safety, but has no responsibility for the safety of other personnel at the site. He is an important member of a team whose responsibility is to watch and test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. 1 ¢._ § ...._.._1 1 V t Lt i Cam ► E� on !�t�t T_ '�r�cicss ' t j t E E A , ' t 4 i f J 1T ELeV a -4 1 -0 4 i 3t � -O '"i : � 1 TG Li ° 6, ' : r 2 l i 0.s.►. q : i i t �i M i f • I I JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 t � t JOB 73utkv tiAliv as SHEET NO. 1 OF B CALCULATED BY c o.Aaz DATE 6- z7--53 CHECKED BY DATE SUBJECT LRtt` t 33.3 Fyn fi P51F IMD I 1 ' I 1 l 4 i l2j 1 ;.._......a j Nt4 r .pt-TT t 33.3 psr _....... ass a-'H ...... .......NirY �'LI �r � � t 3 ODF t II,z pmt s,tsle. 14i4a itpasidtc. 34 PSF' 4 Fate-740..41 Fate-740..41 a t • 5 t -fl• zo PsF C4zzzs) 1 1 i i ! I i } • P'tM.. Tt456 upt. FT'• Co�A111 e.+C'ho/) s i i fi -i• I ' . 1 r . _ -. 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I . ag 33) 3z, 000 ps: . . • Ft63.4,* $ 2 7- /71)4 < 52, ovo JF_L§__0.3 It-eaS gtO 6)&37 Ala DA,A4 tokad- 6, 4 ) g t- i� (qq So 1 i r - 4 , ZS4t)I 303.3 oc-) et rtz" 4 ; 17.1.10:•;.• : . „., Ac s'34•11 1 - d I INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 JENKINS & CHARLAND k ��yy ; F.4 i.Sw, . t 3 #. mo «.. ..a ' ; l _ ... •1. L .._... 1 .. . ....( ! IA s S$ i 3 —} • H • 4. is • d b * 77401 ttKS • JOB MUW u N woes tY (q 2.2.2z SHEET NO. 3 OF 3 CALCULATED BY M4 DATE 6 'Z 73 CHECKED BY DATE SUBJECT cm-es # I • p1 to r Ax 14t y5 tfr .. L Leg- ) ; -t t 6. c t - e. vriv_ t 4 27 1 - . + 4 /3 0 5 31!'s • • # # I # # d I S i ._. .... s I 3 • t # { T JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 JOB Z>ACLRY U 10I. ag � �Y Ciz SHEET NO. OF CALCULATED BY Meb DATE 6 - 2f 13 CHECKED BY DATE SUBJECT 6 A{e.'s i E i i i k i i i F } A ry DDi i8 iuz. . go.. c..lt - e Sri .Si veer! ! i ! (f1P�r row «- i C 5 , .►ejCR tYr+ 4 \ `i:o 31eoi Kt a L : 2 : 41 • i4 • ? 4 4 1 : i 4....__ i i E 4 -i i I i. 4 1 ; 1 i t - i ! i . i 4 • 4 a/� i3 •v i /Ss' 4 4. • • • • JENKINS & CHARLAND INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 • if' Oft : E f 4 _ 1 (n'! . cot. JOB 3Mt2Y uoo/east C zz2-5) SHEET NO. S OF g CALCULATED BY +µk0 DATE 6.7S - 93 CHECKED BY DATE SUBJECT chc� s 37-(q CsLc -Iota i = 3 2'i. 33 .: cas 4 k. Icrf!#. JENKINS & JOB $M22Y UNtV i 672:728) CHARLAND SHEET No. OF INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 .4 F r..o.144- f; 1. i• 3/33.:/ ( �, f -1- --r E ' : -o$rr o4 RSi . AP c 3.1 .1 + . i ..' a sft a s'.i - .0026. s" • CALCULATED BY Akin DATE 6.2'- CHECKED BY DATE SUBJECT C-hA-c-'s 4 -.1. ` ti.. 4 H + //) ayg. ( l 2 343 G ! y t 4d /o . T, MU /! l Y 5 fs 1 # ' _ > � • 112:17- 5 Stets 4 j tk SoaxY STi ss _ 1 { ' kit i i i ' t L ,ua 233\ j : S&( ?e : 1 , 4 (.- -I 1 C.. *5 t 8g. s = t �g. < .. /..3 6 �' 24, 2/V. 32 2 oo is • 9aa /9/ss/ 8 `• Clog w/ .... : I. . : . ' y►- JENKINS & CHARLAND INCORPORATED Consulting Engineers JOB `3 AY SHEET NO. CALCULATED BY 3559 N.W. 53rd Street CHECKED BY FORT LAUDERDALE, FLORIDA 33309 SUBJECT ' - i 1 j c) 1- . .__. 3 1 i t ._....__ »r ....__...._..._ r t'f�.. TJ / C�i3 c tb (4:4!*-ZT'0 Ci s j g°D T' 11 5 O P3`i= ` 39 a1 ti' • o.MR� 3o.0( 691(,7)(2 o) PhF)• 2o?Y ('{ - /-7 ♦,1 /,.. • 7 ' =j t j''( 2 = r$a):C 't ��c5� � • a3, of 1vTit,�s} 11:94 lid ! Sr -Fern F•►cww1= Y, P ? 's I'5 • 1. _.i- j 1 ! -C i etiG CS: S.J. - ... ; -- :1i to :. ''. '.! ' ' a i. t t 0.3a : f t • z2 to w t. R a4 y c J 1. 1eJ C(.a r j tie F7e.6 (L- 3- : .3 -41 c4)" x (7' c. N t EVIS 17 Y 6'2'22 0) OF 6 DATE Er- - 43 DATE r + Z0.5 - ,,. 4, ! 3, S -.- r V°543 3 7 �♦. /Q ' L/ i • j rV_ (G ; J I FAG ♦1. �z -wv 5. 3vh • QAuT V Sr 3D170 6470 4/.0.3 w 'c JENKINS & CHARLAND INCORPORATED . Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 JOB � Nr z 5) SHEET NO. 8 OF f� CALCULATED BY DATE C - 2 6- 53 CHECKED BY DATE SUBJECT c .4 l-cs l,J ttL 2€ 'I !SS S t T e - �n4 (02 z Let ( —e L cow Nec'RoNS F fl. 17u55c' R w rfea2 L- T *-%c'S h2E 5... PPorettJ GJ 3 •z P ( ) = zz. ?zit .L..0. _ (. (z} 4o.,- fs,_ N ETA G 3,2 a - c 3.3 •— Sd P stt % • (no Le'06er 2XG C heft , T 4-1 r .. �3So 2-•c" c, et c 3(S DN Z' > (.k �39z)(z`) _ 9-vo M, 15s w' PSo..i Lug` Ta(ST ( N`ens c 400 as+ C (or T) C.v (&e e (87S)'S4.)_ 2.41.. 2 c� 7 C / /bs (u #L(r ) .2C..2 65 162.4 &i,ryj C titcg GAR A ' i'T ( C e l a cr t o r . ) (No r roc he , t • ,E 5,42. t.J , A)') ) t4 • ' ` rJ c tfe-N S • - - 4.70 Cop eo 0 - - N5 lexo , : Mc/NI 24,2_ 3rS • 76 ( . c) - IU E t E) - 4.. hi( L r( ST7a<v0.40.1) .N.,r �. tea.) tie opcN 7$24. :; on. c u - -. - c ' 2 OCc S9 /NSP 30 L 1 BeW O. Ne A ss r. -r•.r T 3Gks: ( . L .-• 6 e U e.o Ce1$•v'..'* c) C n _ (�! 90 lys 3' _ o 13 c ) s (�l ••� ?s t(•2s .ol ( ktiu N P.�.'{ 3G -rapt. 43•11p -s` C eM ks.' INCORPORATED Consulting Engineers 3559 N.W. 53rd Street FORT LAUDERDALE, FLORIDA 33309 { { 3 ..». «... .. { • -4 - - 4_.__»i ! 1 1 JENKINS & CHARLAND i 7-0 11-f -et) ( '''' 3,00l i '2+:_co totte N. ' 3 i Iz lZ giz.Aitirtri Q+v(S AC-C JOB (3A 1 t�#vwrr+LSiry (9221.43 L� SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SUBJECT .. t , •..... } _ «_ { I I ( , ; I i ; 4 a Von. itt(Se- P Lk k y $ l't Etl+ wP . Tt, ;E_. s enT 'wei . ,.teat kita- 1 1 j 1 at I { ; i ... T..° a- 1 P1,1trG...j e*L bl t1:�kl1oN 4 f 1 = usei 4. ° ( • VINE , 1 ; j_(foc. C3607 /74 4 , Li4 � lJ i I I 3 .L , E 4 i � .1- 1 1 ...........} i• n- i : _ i 4 «... 4 i i 1• 1 3 1 ....y • 4 »•3. .'.. .... ». 1 S1.44Pcz S ?+h) 4 -� Cktcuta -t'�E .es t- - se'n...hcf - Lo.sos Troll. 2/4 )t 3 .4. c. 35eo )v f � { 4 w S =) C.c�� . d-T • f tv s 4, �tZto' l ` (a.4ka- y ?i rf ,p,IseD 5er ✓ :ctt n3/4,.% IA7 t 60 *0 e ge.6-)13 , 8 z. c...9 ,4 to ,3 /ds ' � /•Y? z; •.-S.$" " Tay 32"v 30 i3M "I t•to Le = �� , (34. 6"3 fr- Wel TL`( 24er 3t •fie ° y 3,9 zS.t t�ruq T. 4 61 6 "/,( 39,883.33.:2/ t' 'Tvra-t L,AO) x.6 2' 4 1 60 g' 2.5 w,4) (3g. s xt?) " 14043604; 1 3�13p.s kc2 _ ww(1- : - 5i1 a c Al z /3 "<i f 4 43 a = /3, /. O 2p� ?sea ..: /Ss 1. d_�4• ` o /•9'�)` . 4 4.P/° - Da P Zeuvis) A 08 6.5 - (° - ( ', S = d 112. = 8"fc. ,11 AVM . 002 5 5, Coo Lam) 06)0 2 ) , 514 .1 5 _ c°( - I 3 zVe, µs< t z "�i� 7 V" 2 o. b'3 T;I`51d. ASSUMPTIONS : v• -• CONCRETE : M t.<si- STEEL : 6a ks: BEAM ZS -( ZP� -2 zB- 3 - S 2.S-c 2 8 -� Z -3 43 -9 22-to 23 - Z a -t2 - '3 213 -15 2 r3 -15A z8-ly -t; ZB- IS l4 - •d -21 - 22 - 23 28 - zI5. 29_13- Z ?(9 -'Z R3 - 2a -z -3 R� 'f L 2 SPAN (v 0 g . - o " ` t 0 -0 734 ._ J .. o (" L o" ` 9_ o . - v to -o 16:-6 •. "Le -v" R ( 7 - ' - 8 .. (V-0" ZZ -o` • o ZJ` - 5` 0" ELEVATION TO OF BEAM 1 3 - - 0 f3 -S2S 13-5 /3- S 2S /3 -' '3 -SZS (3-5. 13 - l3- V 13 - t - 3- (3 -(, 0.75 6-4 13 -SzS 13 S.zS 13-525 13 - s.2s cs -5.25 13- 0 13- (3 -S -�S 1l 0 2 - "2.1-0 21- 0 27 -0 2.q-0 Z6 -(1 1.44 - 'wN - CSC C (sw• P... i /2 4 (/ 331 4-11 AA N •-- - (S CC 'e- r. Z. Z•qC ( EE c ?..'P ) 2ce ) (.v .75 Scw O (V.24 >•5 .�= 1.'S a, tt1: �cR.c,crf It MOM ENTS M M M L C R LOADS U CO. 342.6 yrs.: 1 NG. yB. z/V 209.y /88.V - 804. 7 1 r03f -.5" / SSa 1 lo ('y •tC.•3 26.3 2.'1 �4.8 lz.'f tl./ 4"iS 1340 &IS 'Vl. N -'2'•Z 2.16•& - 230 (9 3.1. 1 $'2-. 2 M. 5+,v 1q -5 35 Ia -S 106.7 Z •S -,u`�. t 379. M.N .S -Q•t.i (So. km.s 1 I t/,g. a 1 49. 0 -39_.5 ((2.9 122.2 to_I s. ts(. 3 9 jT gi3 ;. 3o 3 7243. Y I ' , ., 3/ 1s/ tS 30 �S V8.4.3 SIZE (S"3' t,x3, /G r 4( 2t/ ZVv3J S 're 2x32 xz`( By - 4.4 FS .. z4 1v 2-4 8 1E 1 8 8 Sx (2. (C,- 2K Ur. (c- -. - z (6 x z'4 1(s. l�X ( & - Z 6 '- (Sx 3(. SY I Vy ZT BX F 7 r,8 8 8 BEAM AREA of STEEL A L ( w.N) t.14 2.(3 (t) (J•N} (MW) . 1FZ SA t. S 2. .• 3 ,c(2 1. (t) u.. 4 1..s 1. Lo ( . ` 2 (&4 7.Gw 42 A A G R 0M,N) ,8` Z. 77,4 10- ( . . 1) 2.43 .9 l . ti.N) ,6G ,yZ 5'.41 (e- , 7 .72 - CM.N' ,72 .'{ Z .g3' • -¢2 t. (AS (•S 1.2.0 _ (.a3 (_) 3." 1.4 9 - ,S6 _,,., .4' ) If ( - .41 .t/1 (Y. 4 4 1 ..-� DESIGN ASSUMPTIONS : u•s.'� CONCRETE : 4 145 BEAM S STEEL : Go (<5: BEAM SPAN ELEVATION L O A D S MOMENTS AREA off' ST E EL TOP OF BEAM UNl. co. M L M C M R SIZE A L A G A R or 11.1 o rM )Z3 -G( tf`'G z4- c (u..,...) t s3v36 �_ (.....) ,9 - 2 .• 23 - •3t`-" Z•-., f .1 - .yr UV-t , 13 . 6' - 0 x4• 4 �-- t;... +1 1•49 -) v li e Pt- CA 10, -• -4 27-0 .�- (.,L.,..,,) $x ` 3 - .4 v 7 Z t'- IZ P. (co q. -0 8rreo 2 te Fo - Fs-6i 2G -tI e.,rr3 Z: 23 -G( r3 -0 /8x 3(0 4/ 73 -6z 13 - 6 Z -a . 4 7 -13 -v3 (3•S :f ail 125' --GA( 13•Sz5 A'Fv3o /AM -GS /3-5.25 /!o zl f 2 35" 213 -6G r3- Cy (2 xra 3 - 28 -4'1 /3 -5- 32x 32 It.too ZI3 • Io S (3 5 'ZS 8xrg 2 *1. 6 28.69 l3- S. zS a% 24. zS Z 'i G 28 -Po vs -S z5 8 Z`?. Z'FG 23.41 (3 -c7-S 8, z9•2 S 2 w G- 2Z, - 7 7 - 13- 8r 34 2: 28 - a 3 I3 -S.zS <-"---. See .... (s.4 _ .s- (B3.( (lonz` ( 1•I( ( I M 1.96 Non) - � 2 " (3 - S• S L , e . . p (It .9 . 740.3 / � - 9 . z t( l Z4 .2.09 /• 7( („ - -15- t3 -� r AA i3G•� M - �/ iz3.9 (6,024 t. My (AO 7. 3 t eltt n) - 7G f3 136.2 r3'1. 33. V.,,. -L44 ',VG I',i 1.5.- " 213 - 73 13 -S• C..1" SE-."" ('�... .u.ro ra.e 1aq•( (Co ). 14 r (.tl M - r.9$ At A) -q� ,, 3_S ZS • 11.4to5 t8:6.3 1t(i.( (48.3 Ic,r to g.OW - i.q`1 2c' S 4- r5-6. 1/0l. I y,tN -4,4.5' 103.8 tC�r z�F {.a�( - I.13 µ1n7 - �� r3 G 110.3 qIz. (s3-L( (�KzK I. Z4 - Z.t7 (OS - $ l3 S•zS 145.1 102.4 211.2. fiax 2v Z. t� - ( e) 3.30 (Z� - g2 Sc (3 2&,,.s" 1gz. 32.q (41 3.31 - ( �1 t (i •(p0 'IS- 83 13- 0 1f.Y 3/, y °7 2..g -e I t-s -v . &viz. z' 27•' ,) -GO /3 -S 2S SviS 2 ZTg.G 1 3 - .4 • � ,t f„ 2 It , 1:r-:-,- (,,3 ,3 -s 43 4 8" 14/, 2.1A45 3G ( f. 33.8• 7dl: ;z. GG ( 63 SAI: CONBM - Continuous Beam Analysis and Design Version 1.1 - 06/17/86 Copyright (C) 1986, Structural Analysis, -Inc. User #860051 Input data filename: BU13.DAT PROJECT: BARRY UNIVERSITY 92228 SECTION 1 7 -31 -93 BEAMS 2818 -23 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TOOL BCOL FC FY GAM FV FCT 3 8 12.0 13.0 4.0 60. 150. 4. 316.2 * **SPAN DATA * ** BM SPAN 8 D BLFT BRT WLD 2 10.0 16.0 24.0 .0 .0 .0 3 20.0 16.0 24.0 .0 .0 .0 4 12.5 16.0 24.0 .0 .0 .0 5 19.0 16.0 24.0 .0 .0 .0 6 18.0 16.0 24.0 .0 .0 .0 7 22.5 16.0 24.0 .0 .0 .0 ** *COLUMN DATA * ** COL BTOP DTOP BBOT DBOT 1 .0 .0 12.0 12.0 2 .0 .0 12.0 12.0 3 8.0 12.0 12.0 12.0 4 .0 .0 12.0 12.0 5 8.0 12.0 12.0 12.0 6 .0 .0 12.0 12.0 7 .0 .0 12.0 12.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH 2 DL 2750.0 .0 10.0 1.0 3 DL 2750.0 .0 20.0 1.0 2 LL 1210.0 .0 10.0 1.0 3 LL 1210.0 .0 20.0 1.0 4 DL 2160.0 .0 12.5 1.0 5 DL 2160.0 .0 19.0 1.0 4 LL 1200.0 .0 12.5 1.0 5 LL 1200.0 .0 19.0 1.0 6 DL 2750.0 .0 18.0 1.0 7 OL 2750.0 .0 22.5 1.0 6 LL 1210.0 .0 18.0 1.0 7 LL 1210.0 .0 22.5 1.0 * * *CONC. LOADS * ** HM irrt r LuL. • 2 DL .0 2.0 ** *EFFECTIVE COVER * ** BM LEFT MID RIGHT 2 2.38 2.38 2.38 3 2.38 2.38 2.38 4 2.38 2.38 2.38 5 2.38 2.38 2.38 6 2.38 2.38 2.38 7 2.38 2.38 2.38 ***MOMENTS AND SHEARS * ** BM MLEFT MMID MRITE VLFT VRITE 2 .7 11.1 -121.5 7.41 23.98 3 -127.8 97.2 -113.8 34.27 32.86 4 -100.4 -21.1 -75.2 16.86 12.83 5 -81.4 74.9 - 108.1 25.66 28.47 6 -101.5 31.0 -194.1 24.06 34.35 7 -205.9 164.1 -30.8 46.80 31.23 ** *COLUMN RESULTS * ** COL MAXP M-UP M -DN MINP MAXUP MAXDN D/T SISK VTOP VBOT 1 9.6 .0 -.5 9.6 .0 -.5 .72 .05 .0 .0 2 78.3 .0 6.4 78.3 .0 6.4 .72 .04 .0 .5 3 68.4 -5.6 -7.8 68.4 -5.6 -7.8 .71 .08 .9 .6 4 55.8 .0 6.2 55.8 .0 6.2 .68 .04 .0 .5 5 71.2 -2.8 -3.8 71.2 -2.8 -3.8 .70 .10 .5 .3 6 101.2 .0 11.8 101.2 .0 11.8 .72 .05 .0 .9 7 41.3 .0 -30.8 41.3 .0 -30.8 .72 .12 .0 2.4 ** *DEFLECTIONS*** BM DEFL. 2 -.01 3 .07 4 -.01 A 5 .05 6 -.01 7 .17 *** DESIGN MOMENTS *** M -LEFT M -MID M -RITE BEAM NO. 2: 6R 111(6 .48 11.12 - 121.46 6R QK6 .66 -62.16 -87.86 COMB ULT .68 16.50 - 180.13 COMB ULT .98 -92.17 - 123.00 BEAM NO. 3: 6R 111(6 - 127.81 97.22 - 113.75 6R 141(6 -92.45 10.47 -81.86 COMB ULT - 189.54 144.17 - 168.82 COMB ULT - 129.43 14.65 - 114.60 BEAM NO. 4: 6R 111(6 - 100.39 -10.79 -75.20 6R 111(6 -72.11 -48.35 -49.92 COMB ULT - 149.03 -15.11 - 112.86 n„u.. •' .r,A ,r _11 A0 -00 ^0 [ SZ*- 4. 7 o) '3B (q•$) 17.1 2 2(,y 4 �a3 z5•� (t, tltHfl U. J: tR WKS -81.44 74.90 - 108.10 GR WKS -54.24 2.90 -75.23 COMB ULT - 122.17 112.09 - 161.21 COMB ULT -75.94 4.06 - 105.32 BEAN NO. 6: GR WKG - 101.54 30.96 - 194.09 6R WKG -71.08 -62.57 - 140.80 COMB ULT - 151.30 45.57 - 287.71 COMB ULT -99.51 -92.80 - 197.11 BEAM NO. 7: GR WKS -205.90 164.05 -30.76 GR WKS -149.24 3.75 -22.18 COMB ULT - 305.26 243.38 -45.64 COMB ULT - 208.93 5.25 -31.06 ti* SHEAR ANALYSIS } #t BM END VU VUS VC VAULT S -MAX 2 L 11.0 37.4 126.5 .0 .0 2 R 35.6 120.9 126.5 5.0 10.8 * PRECEEDING BEAM IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM 3 L 50.8 172.8 126.5 5.0 10.8 3 R 48.7 165.8 126.5 5.0 10.8 4 L 25.1 85.4 126.5 5.0 10.8 4 R 19.3 65.7 126.5 5.0 10.8 5 L 38.4 130.7 126.5 5.0 10.8 5 R 42.5 144.7 126.5 5.0 10.8 fi L 35.7 121.6 126.5 5.0 10.8 6 R 50.9 173.1 126.5 5.0 10.8 7 L 69.4 236.1 126.5 2.3 10.8 7 R 46.3 157.6 126.5 5.0 10.8 tft REINFORCING STEEL ttf BM ASL CL REVL ASA CM REVM ASR CR REVR DL DM DR 2 .00 .00 .01 .23 .00 1.15 1.95 .00 .00 21.6 21.6 21.6 3 2.06 .00 .00 1.54 .00 .00 1.82 .00 .00 21.6 21.6 21.6 4 1.60 .00 .00 .00 .00 1.00 1.20 .00 .00 21.6 21.6 21.6 5 1.30 .00 .00 1.19 .00 .00 1.73 .00 .00 21.6 21.6 21.6 6 1.62 .00 .00 .63 .00 1.15 3.22 .00 .00 21.6 21.6 21.6 7 3.44 .00 .00 2.69 .00 .00 .63 .00 .00 21.6 21.6 21.6 ***REINFORCING *** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. NO. LONG SHORT ROWS LONG SHORT ROWS VERT. LEFT STIRRUPS LEGS NO.SIZE SPAC. Ar ; g n 9 n° VERT.RIGHT STIRRUPS LEGS NO.SIZE SPAC. 4r 1 9 4 9 in 3 2 #5 4 #6 1 2 #5 3 #5 1 4E 24 #4 @4' 41 24 #4 @4' 4 2 #5 2 #7 1 2 #4 0 #0 1 4E 11 #4 @4' 4E 7 #4 @4' 5 2 #4 3 #5 1 2 #4 4 #4 1 4E 22 #4 @4' 4E 22 #4 @4' 6 2 #5 2 #7 1 2 #4 1 #5. 1 41 16 #4 @4' 41 27 #4 @4' 7 2 #7 3 #8 1 2 #6 3 #7 1 6E 33 #5 @4' 4E 20 #4 @4' 7R* 2# 4 1# 5 1 * TOP BARS AT RIGHT END End of CONBM SAI: CONBM - Continuous Beam Analysis and Design Version 1.1 - 06/17/86 Copyright (C) 1986, Structural Analysis, Inc. User 4860051 Input data filename: BUhl.DAT PROJECT: BARRY UNIVERSITY 92228 SECTION 1 7 -30 -93 2B -12,13 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY SAM FV FCT 3 4 12.0 12.8 4.0 60. 150. 4. 316.2 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD 2 10.0 16.0 24.0 .0 .0 .0 3 20.0 16.0 24.0 .0 .0 .0 ** *COLUMN DATA * ** COL BTOP DTOP BBOT DBOT 1 .0 .0 12.0 12.0 2 .0 .0 12.0 12.0 3 8.0 12.0 12.0 12.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH 2 DL 2750.0 .0 10.0 1.0 3 DL 2750.0 .0 20.0 1.0 2 LL 1210.0 .0 10.0 1.0 3 LL 1210.0 .0 20.0 1.0 * * *CONC. LOADS * ** BM TYPE P LOC 2 01 .0 2.0 ** *EFFECTIVE COVER * ** 2 2.38 2.38 2.38 3 2.38 2.38 2.38 *h *MOMENTS AND SHEARS * ** BM MLEFT MMID MRITE VLFT VRITE 2 1.6 7.0 -146.2 4.84 26..55 3 -155.0 126.2 -35.2 39.56 27.57 ***COLUMN RESULTS * ** COL MAXP M -UP M -DN MINP MAXUP MAXDN D/T SIGK VTOP VBOT 1 7.0 .0 -1.6 7.0 .0 -1.6 .72 .05 .0 .1 (G z.c 2 86.2 .0 8.8 86.2 .0 8.8 .72 .04 .0 .7 ( - zq• t 3 37.6 -14.6 -20.5 37.6 -14.6 -20.5 .72 .21 2.4 1.6 2+-1 7 (to.S / ** *DEFLECTIONS *** BM DEFL. 2 -.01 3 .11 * ** DESIGN MOMENTS * ** M -LEFT N -MID M -RITE BEAM NO. 2: GR WKG 1.19 6.97 - 146.16 GR WK6 1.65 -81.72 -105.59 COMB ULT 1.67 10.34 - 216.79 COMB ULT 2.45 - 121.20 - 147.83 BEAM NO. 3: GR WK6 - 155.01 126.18 -35.16 6R WK6 - 111.99 6.13 -25.40 COMB ULT - 229.91 187.16 -52.15 COMB ULT - 156.78 8.58 -35.56 * ** SHEAR ANALYSIS * ** BM END VU VUS VC VMULT 5 -MAX 2 L 7.2 24.4 126.5 .0 .0 2 R 39.4 133.9 126.5 5.0 10.8 * PRECEEDING BEAN IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM 3 L 58.7 199.5 126.5 3.4 10.8 3 R 40.9 139.1 126.5 5.0 10.8 * ** REINFORCING STEEL * ** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 .00 .00 .03 .14 .00 1.29 2.37 .00 .00 21.6 21.6 21.6 3 2.53 .00 .00 2.03 .00 .00 .72 .00 .00 21.6 21.6 21.6 ** *REINFORCING * ** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RI6HT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIIE SPAC. SAI: CONBM - Continuous Beam Analysis and Design Version 1.1 - 06/17/86 Copyright (C) 1986, Structural Analysis, Inc. User 1860051 Input data filename: BU12.DAT PROJECT: BARRY UNIVERSITY 92228 SECTION 1 7 -30 -93 BEAMS 2B -16,17 ***BASIC DATA * ** CODE PIN ALT SWAY LASI MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT 3 4 12.0 12.8 4.0 60. 150. 4. 316.2 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD 2 18.0 16.0 24.0 .0 .0 .0 3 23.0 16.0 24.0 .0 .0 .0 ** *COLUMN DATA * ** COL BTOP DTOP BBOT DBDT 1 8.0 12.0 12.0 12.0 2 .0 .0 12.0 12.0 3 .0 .0 12.0 12.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH 2 DL 2750.0 .0 18.0 1.0 3 DL 2750.0 .0 23.0 1.0 2 LL 1210.0 .0 18.0 1.0 3 LL 1210.0 .0 23.0 1.0 ** *CONC. LOADS * ** BM TYPE P LOC 2 DL .0 2.0 ** *EFFECTIVE COVER * ** BM LEFT MID RIGHT 2 2.38 2.38 2.38 3 2.38 2.38 2.38 ** *MOMENTS AND SHEARS * ** BM ?LEFT MMID MRITE VLFT VRITE 2 -15.2 71.7 -221.9 25.58 40.69 3 -231.1 165.3 -31.6 48.78 31.43 LUL Mpxr P: -ui - U:i "Ilif MUM" fIHAUR at. W:U1, 1 27.8 6.3 8.9 27.8 6.3 8.9 .72 .19 2 109.5 .0 9.3 109.5 .0 9.3 .72 .06 .3 41.5 .0 -31.6 41.5 .0 -31.6 .72 .13 ***DEFLECTIONS*** BM DEFL. 2 .03 3 .18 fff DESIGN MOMENTS *** M-LEFT M -MID M -RITE BEAM NO. 2: 6R WK6 -15.16 71.68 - 221.86 GR WKG -10.96 -67.51 - 160.29 BOMB ULT -22.49 106.31 - 329.07 COMB ULT -15.34 - 100.13 - 224.40 BEAM NO. 3: GR 11(8 - 231.13 165.35 -31.62 6R 141(6 - 166.98 -6.71 -22.85 COMB ULT - 342.82 245.25 -46.90 COMB ULT - 233.78 -9.95 -31.99 fff SHEAR ANALYSIS *** BM END VU VUS YC VMULT S -MAX 2 L 37.9 129.0 126.5 5.0 10.8 2 R fi0.4 205.3 126.5 3.2 10.8 3 L 72.4 246.1 126.5 2.1 10.8 3 R 46.6 158.6 126.5 5.0 10.8 *** REINFORCING STEEL *** .7 .7 2.5 BM ASL CL REVL ASM CM REYM RSR CR REVR DI DM DR 2 .31 .00 .00 1.15 .00 1.15 3.74 .00 .00 21.6 21.6 21.6 3 3.92 .00 .00 2.71 .00 .14 .65 .00 .00 21.621.6 21.6 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT. NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS 2 2 #4 0 #0 1 2 #4 4 #4 1 41 10 #4 @4" 3 2 #7 3 #9 1 2 #6 3 #8 1 61 34 #5 @4' 3R* 2# 4 1# 5 1 * TOP BARS AT RIGHT END End of CONBM RIGHT STIRRUPS NO.SIZE SPAC. 61 35 #4 @3' 41 20 #4 @4' SAI: CONBM - Continuous Beam Analysis and Design Version 1.1 - 06/17186 Copyright (C) 1986, Structural Analysis, Inc. User #860051 Input data filename: BU9.MRD PROJECT: BARRY UNIVERSITY 92228 SHORT BEAM RUN AT SECTION 3 6 -29 -93 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT 3 6 12.0 13.0 4.0 60. 150. 60. 316.2 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD 2 10.0 16.0 24.0 .0 .0 .0 3 20.0 16.0 24.0 .0 .0 .0 4 12.5 16.0 24.0 .0 .0 .0 5 1.5 16.0 24.0 .0 .0 .0 ** *COLUMN DATA * ** COL BTU DTOP BBOT DBOT 1 .0 .0 12.0 12.0 2 .0 .0 12.0 12.0 3 8.0 12.0 12.0 12.0 4 .0 .0 12.0 12.0 5 8.0 12.0 12.0 12.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH 2 DL 2750.0 .0 10.0 1.0 3 DL 2750.0 .0 20.0 1.0 2 LL 1210.0 .0 10.0 1.0 3 LL 1210.0 .0 20.0 1.0 4 DL 1735.0 .0 12.5 1.0 5 DL 1735.0 .0 19.5 1.0 4 LL 965.0 .0 12.5 1.0 Bt; ; F LCC 2 DL .0 2.0 * **EFFECTIVE COVER * ** BM LEFT MID RIGHT 2 2.30 2.30 2.30 3 2.30 2.30 2.30 4 2.30 2.30 2.30 5 2.30 2.30 2.30 ** *MOMENTS AND SHEARS * ** BM MLEFT MMID MRITE VLFT VRITE 2 .6 10.7 -123.4 7.21 24.14 3 -130.0 99.3 -107.3 34.67 32.40 4 -92.2 -62.0 -82.9 12.97 11.47 5 -91.1 90.1 -24.9 26.47 19.67 ** *COLUMN RESULTS * ** COL MAXP M -UP M -DN MINP MAXUP MAXDN D/T SISK VTOP VBOT 1 9.4 .0 -.6 9.4 .0 -.6 .72 .05 .0 .0 2 78.9 .0 6.6 78.9 .0 6.6 .72 .04 .0 .5 3 62.6 -6.3 -8.8 62.6 -6.3 -8.8 .71 .08 1.1 .7 4 52.2 .0 8.2 52.2 .0 8.2 .69 .04 .0 .6 5 26.8 -10.4 -14.4 26.8 -10.4 -14.4 .69 .21 1.7 1.1 ** *DEFLECTIONS * ** BM DEFL. 2 -.01 3 .08 4 -.02 5 .08 * ** DESIGN MOMENTS * ** M -LEFT M -MID M -RITE BEAM NO. 2: GR WKG .46 10.70 - 123.44 GR WKG .63 -63.74 -89.22 COMB ULT .64 15.87 - 183.07 COMB OLT .94 -94.54 - 124.90 BEAM NC. 3: GR WKG - 130.03 99.33 - 107.32 GR WK6 -93.99 10.13 -77.41 COMB ULT - 192.86 147.31 - 159.21 COMB ULT - 131.58 14.18 - 108.38 BEM, NO. 4: GR WK6 -92.19 -19.73 -82.85 6R WK6 -66.45 -51.57 -56.40 COMB ULT - 136.79 -27.62 - 123.93 LOMB ULT -93.03 -76.35 -78.96 BEAM NO. 5: aR WKG -91.07 90.11 -24.85 GR WK6 -62.16 11.78 -17.18 COMB ULT - 136.18 134.52 -37.09 At_• _hA AC Cc 8'zs � - 7` J '° ' * *5 SHEAR ANALYSIS * ** $N END VU VU3 VC VMULT S -MAX 2 L 10.7 36.3 126.5 .0 .0 2 R 35.8 121.3 126.5 75.0 10.9 * PRECEEDING BEAM IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM 3 L 51.4 174.2 126.5 75.0 10.9 3 R 48.1 162.8 126.5 75.0 10.9 4 L 19.3 65.3 126.5 75.0 10.9 4 R 17.2 58.3 126.5 .0 .0 5 L 39.5 134.0 126.5 75.0 10.9 5 R 29.4 99.5 126.5 75.0 10.9 ti* REINFORCING STEEL {ff BM ASL CL REVL ASM CM RUN ASR CR REVR DL DM DR 2 .00 .00 .01 .22 .00 1.16 1.97 .00 .00 21.7 21.7 21.7 3 2.09 .00 .00 1.57 .00 .00 1.70 .00 .00 21.7 21.7 21.7 4 1.45 .00 .00 .00 .00 1.06 1.31 .00 .00 21.7 21.7 21.7 5 1.45 .00 .00 1.43 .00 .00 .51 .00 .00 21.7 21.7 21.7 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RISHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS ND.SIZE SPAC. LEGS NO.SIZE SPAC. 2 0 #0 0 #0 1 2 #4 0 #0 1 01 0 #0 @0° 21 6 #3810° • 3 2# 5 4# 6 1 2# 5 2# 7 1 21 10 # 3 110° 21 10 # 3 810' 4 2# 5 2# 7 1 2# 4 0# 0 1 21 3 # 3 @10° 01 0# 0@ 0° 2# 5 2# 6 1 21 5 2# 6 1 21 10 # 3 810° 21 7 # 3 810° 5R* 2# 4 1# 4 1 $ TOP BARS AT RIGHT END End of CCNBM SAI: CONBM - Continuous Beam Analysis and Design Version 1.1 - 06/17/86 Copyright CC) 1986, Structural Analysis, Inc. User *860051 Input aata filename: BUI.MRD PROJECT: BARRY UNIVERSITY 92228 SECT LEFT SIDE (LONG) BM RUN ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TOOL BCOL FC FY GAM FV FCT 3 8 12.0 13.0 4.0 60. 150. 60. 316.2 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD 2 10.0 16.0 24.0 .0 .0 .0 3 23.0 16.0 24.0 .0 .0 .0 4 13.0 16.0 24.0 .0 .0 .0 5 18.5 16.0 24.0 .0 .0 .0 6 20.5 16.0 24.0 .0 .0 .0 7 20.5 16.0 24.0 .0 .0 .0 ** *COLUMN DATA * ** COL BTOP DTOP BBOT DBOT 1 .0 .0 12.0 12.0 2 .0 .0 12.0 12.0 3 8.0 12.0 12.0 12.0 4 .0 .0 12.0 12.0 5 8.0 12.0 12.0 12.0 6 .0 .0 12.0 12.0 7 .0 .0 12.0 12.0 ***UNIF. LOADS * ** BM TYPE LOAD START END WIDTH 2 DL 2750.0 .0 10.0 1.0 3 DL 2750.0 .0 20.0 1.0 2 LL 1210.0 .0 10.0 1.0 3 Li 1210.0 .0 20.0 1.0 15.5 ... 6 DL _ 2750.0 .6 20.5 1.0 DL 2750.0 .0 20.5 1.0 6 LL 1210.0 .0 20.5 1.0 7 LL :210.0 .0 20.5 1.0 * * *CONC. LOADS * ** BM TYPE P LOC 2 DL .0 2.0 ** *EFFECTIVE COVER * ** BM LEFT MID RIGHT 2 2.30 2.30 2.30 3 2.30 2.30 2.30 4 2.30 2.30 2.30 5 2.30 2.30 2.30 6 2.30 2.30 2.30 7 2.30 2.30 2.30 ** *MOMENTS AND SHEARS * ** BM MLEFT MMID MRITE VLFT VRITE 2 .5 11.4 -119.5 7.62 23.74 3 -125.7 95.2 -120.0 33.82 33.25 4 -108.3 -1.1 -69.0 20.63 14.58 5 -73.4 60.9 -130.0 23.32 29.44 6 -131.2 69.3 -188.3 31.84 37.41 7 -193.2 129.5 -21.8 42.99 26.26 ** *COLUMN RESULTS * ** COL MAXP M -UP M -DN MINP MAXUP MAXDN D/T SIGK VTOP VBOT 1 9.8 .0 -.5 9.8 .0 -.5 .72 .05 .0 .0 2 77.7 .0 6.2 77.7 .0 6.2 .72 .04 .0 .5 3 73.6 -4.9 -6.8 73.6 -4.9 -6.8 .70 .08 .8 .5 4 56.4 .0 4.3 56.4 .0 4.3 .68 .04 .0 3 s & `I ( z2.( 5 80.1 .5 .7 56.6 .6 .8 .71 .10 .1 .1. (00 6 100.5 .0 4.9 100.5 .0 4.9 .72 .06 .0 .4 7 36.3 .0 -21.8 36.3 .0 -21.8 .72 .11 .0 1.7 1 ffZ5.1J 6 ..�(�` ** *DEFLECTIONS * ** ` BM DEFL. 2 -.01 (_ 3 .07 4 -.01 5 .04 6 .04 7 .11 * ** DESIGN MOMENTS * ** BEAM NO. 3: M-LEFT M -MID M -RITE BEAM NO. 2: GR WK6 .41 11.42 - 119.48 6R NK6 .54 -60.59 -86.64 COMB ULT .57 16.96 - 177.12 COMB ULT .80 -89.80 - 121.29 ( c2 ) - 5 23.8 j ( ss.s $L.4 Z3.2 3 ;OMB :I:.: -1bu. .:. LY..VQ - I7E.26 . DUMB ULT -127.52 ,. J. 0t' - iiS.35 BEAM NO. 4: GR WKG -108.33 .42 -69.05 GR WKG -76.98 -43.69 -45.13 COMB ULT - 161.07 .71 - 103.84 COMB ULT - 107.77 -64.45 -63.18 BEAM NO. 5: GR WKG -73.36 60.91 - 129.96 GR WKG -48.19 -14.59 -91.70 COMB ULT - 110.25 91.16 - 193.42 COMB ULT -67.46 -21.26 - 128.37 BEAM NO. 6: GR WKG -131.20 69.27 - 188.33 GR WKS -93.09 -30.32 - 136.54 COMB ULT - 195.12 102.56 - 279.20 COMB ULT - 130.33 -44.96 - 191.15 BEAM NO. 7: GR WKG -193.24 129.50 -21.80 6R WKG - 140.01 -12.37 -15.72 COMB ULT - 286.50 192.12 -32.35 COMB ULT - 196.01 -18.25 -22.01 tft SHEAR ANALYSIS }ff BM END VU VUS VC VMULT S -MAX 2 L 11.3 38.3 126.5 .0 .0 2 R 35.2 119.3 126.5 75.0 10.9 $ PRECEEDING BEAM IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM 3 L 50.1 169.9 126.5 75.0 10.9 3 R 49.3 167.2 126.5 75.0 10.9 4 L 30.8 104.4 126.5 75.0 10.9 4 R 22.0 74.6 126.5 75.0 10.9 5 L 34.9 118.4 126.5 75.0 10.9 5 R 43.9 148.8 126.5 75.0 10.9 6 L 47.3 160.1 126.5 75.0 10.9 6 R 55.5 187.9 126.5 61.0 10.9 7 L 63.8 216.0 126.5 41.9 10.9 7 R 33.0 132.0 126.5 75.0 10.9 { ** REINFORCING STEEL *** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 .00 .00 .01 .23 .00 1.16 1.91 .00 .00 21.7 21.7 21.7 3 2.01 .00 .00 1.50 .00 .00 1.92 .00 .00 21.7 21.7 21.7 4 1.73 .00 .00 .01 .00 .90 1.16 .00 .00 21.7 21.7 21.7 5 1.16 .00 .00 1.16 .00 .29 2.09 .00 .00 21.7 21.7 21.7 6 2.11 .00 .00 1.16 .00 .62 3.10 .00 .00 21.7 21.7 21.7 Aro ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS UERT.RIGHT STIRRUPS NC. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 0 #0 0 #0 1 2 #4 0 #0 1 01 0 #0 @0° 21 6 #3 @10° 3 2# 5 4# 6 1 2# 5 2# 6 1 21 10 # 3 @i0° 21 10 # 3 @10° 4 2# 5 3# 6 1 2# 4 0# 0 1 21 7# 3 @10° 21 5# 3 @10° 5 2: 4 41 4 1 2# 4 4# 4 1 21 7# 3 €10° 21 'i # 3 @10° 6 21 5 4# 6 1 2# 4 411 4 1 21 10 # 3 @10° 21 10 # 3 @10° '7 2# 6 3# 8 1 21 5 4# 6 1 21 14 # 3 @ 5° 21 8 # 3 €10° 7R* 2# 4 1# 4 1 * TOP BARS AT RIGHT END End of CONBM Gentlemen: Copy and To i'1/ We are forwarding C.G. CHASE CONSTRUCTION COMPANY kr M . f�'Rk l_v These are sent for the purpose checked below: D Approval ❑ Retumed for Correction ❑ Returned Approved ' For YOUR cO 4 5 8491 NORTH WEST 17TH STREET SUITE 101 MIAMI, FLORIDA 33126 (305) 597 -8700 • Fax (305) 599 -9433 CGC - 005364 TRANSMITTAL OF DRAWINGS, PRINTS, ETC. JOB NO nS J DATE I /L2/q4/ under seprate cover } the following: By urs, y1 '5o7 TO LAV SHOT &5 l , t(ZN_f Z1 JOB - Fr7k,r6Te a'' C.G. HASE CONSTRUCTION COMPANY A4A Prepared By Identification Copies Description IP , It& r(P S 1 . i 0 ( 0 5 (. CAS A Aksi !< 4 i i ] 00.• :r • s j ' e ''• . ( 1 1 0) • P661(01.) 611.4n—At P '!'SIC ) I� (1 CI) I . -13J /0.4., �: ;�r�i( 0,;".. I0 I ��. ,a' /II_— .i.s1 a,. 'It .,Pr- a . 3I . %t Gentlemen: Copy and To i'1/ We are forwarding C.G. CHASE CONSTRUCTION COMPANY kr M . f�'Rk l_v These are sent for the purpose checked below: D Approval ❑ Retumed for Correction ❑ Returned Approved ' For YOUR cO 4 5 8491 NORTH WEST 17TH STREET SUITE 101 MIAMI, FLORIDA 33126 (305) 597 -8700 • Fax (305) 599 -9433 CGC - 005364 TRANSMITTAL OF DRAWINGS, PRINTS, ETC. JOB NO nS J DATE I /L2/q4/ under seprate cover } the following: By urs, y1 '5o7 TO LAV SHOT &5 l , t(ZN_f Z1 JOB - Fr7k,r6Te a'' C.G. HASE CONSTRUCTION COMPANY A4A PRESTRESSED SYSTEMS IND ! \ I SLAB T 4.00 N (U.O.N.) FL TO FL 13 FT 5IN (U.O.N�) JOB 557- �3 FIRE RATING �� ST 'DWG S DATE ' - t ___ �_,-__- **************************************************************************** ******** .*** ***/*************. ***^*********4***+ * * * * * * * * *TOP* TOP * * * BOT STEEL * TOP STEEL * * * ROWN* S* *MARK*SPA UPER LOAD*ADDED*JST* B * GAP *NO.*STR* STR *NO.* Z *NO*SZ*LC*LT*NO*SZ*LC*LT*VU*STIR* REL *LOAD * HGHT*@ * T*NOTI - *+BRG* LL * DL *+ LOAD* SZ* * *STR*LOC* MID *DEP*RED* * * * - - * * * * * *CODE* *@ CL * * * y* *e***********************************************************************************************e**++**************=*** * :.:o*uz.+*��<�* 2 *- -- `.* l6*_ '� *. .* 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * ' - 2.5-- „ -,-----,---- -� *---*---* *---*---* * * * * � ' �*. ' - ' ____ * 26*30. � �7-*� ' =*'��- ` * 15* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0 * 3500* --~-` - ..~' ^^..-"�. � .`' 7� �. . --'~ ' ' * -_° * *---* * *---*---* *---*__-* * * -* * * * * * -*---' * * * 15* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0*3500* 8.9* 11.8*0.375* * --* --* * * , * *---*_--* *---*---* * * *- * * * * * * * 16* * * 3 -; 9 * 6.50* 1 * * 1#6@ 3X25 * . *21* 0* 3500* 8.�� 11.8*0.375* * _-*4--* * _--* * *---*---* *---*-�-* ^ ' * *� * * * * --* *-_*_- * 29*32.7* !; *2 * * 16* * * 3 * 9 * 5.50* 1 * * 2#@ 6 3X25 * . * 0 * 3500* 9.2* 11.8*0.875* * * 30'31.5*/00 *7_5 *1041, *b��* 16* -*� * 3 * 9 * 5.50* 1 * * 2#6@ 3X25 * '*25 � * 3500* 6 *~ * '- . ' * * -* * * -* * * * * * �* * 3 * 9* 5.50* 1 * * 2#6@ 3X25 * ' '�.`' O ~ -" - '-' * �* - * * * -* * * * ^ ` - - ~-`- �---_� -- _-- -- --_ --- * * -* - -* - * * * SPAN WITH BLANK MEASUREMENT MEANS FIELD DIMENSION ' - _ � � DATE: 1-NOV-1993 11:27:59.98 DESIGN: ��y_ FPC PRECAST 6000 PSI CHECK: FPC COMPOSITE __J PSI * 27*31.2* *----*----* * 28*31.7* �� 10-64 lb ^ , ~~ ' x � = �� m �~~"�� ~r,=, � '' ` / -- ‘ SLAs TAPER We) = ' '' - '==� _ . • ` • • { *21* 0'* 3500* 8�� RECEIVED U�manm � N � � m~ S0 � � � b q� � �� mu �~ �� m � � �� L DEC 0 � � ��w- u�^.w � � NOV � � 19.' ��. =~. — _ �*�wom=��~~_- 77:.• ! ~ . • _-- _' -_.�-__� -_ Review is limited to verifying THE FOLLOWING: M• - Da 1 ) aX i (SUBMITTAL WITH SPECIALTY ENGINEER 3a rte, _.__.... __ .Y.. " NIP ❑ CONFORMS TO DESIGN_CONCEPT — ... �. ,_.... .. AC CEPTED AS SU9MIfTED X UBSTANTIALLY CONFORMS TO DES[ N CONCEPT ACCEPTED AS NOTED DOES NOT CONFORM TO DESIGN CONCEPT ... REVISE AS NOTED AND RESUBMIT O UNRESPONSIVE SUBMITTAL AS NOTED REJECTED 1. Ths specified Structural Su'br u tas have been furnished. 2. Submittal is signed Pnd s, : :.rJ by the Specialty Eng!ne r. 3. The '; ;,laity Er ;in;.rr has u,ndcrt:re : = := design ints n nd has used the specified structural c.ritor., . (No derat ncl chc-ck 4. The configuration set fortis in the v:;`.a+iYa :; consistent Wi:h the Structural Contract Documents. (No detailed check of gt:r. ^t,; :es or vimrri_ :cns was made.t Notations do not constitute n Change Order and do not ieiicve tea: General Contractor /Construction Manager from compticnce with Contrae Documents, governing codes and regutattons. The General Co ^,tractolConstruo.cn Managai is v.cty rzsponssible for confirming all quantities, dimensions. rabrce :ion techniques, coordinating work vrith other trades and assuring that work is periormerl in a afe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS _- ,__ -- t ( FT. LAUDERDALE, FLORIDA ft lir • • " ° DATE: NO 1 _ 16:54:15.81 ' ^^ DESIGN: FPC PRECAST 6000 PSI SLAB T 4.00 IN (U.O.N.) FL TO FL .( ..> ~� �'�~-' JOB CHECK: FPC COMPOSITE __ PSI FIRE RATING 4._ STR&T DWG S/3 id DATE SHEET *****************e*************************************************************************�****e * **********************+ * * * * * * * * *TOP* TOP * * * BOT STEEL * TOP STEEL * �* * *SHORE*SHORE*CROWN* S* *MARK*SPAN*SUPER LOAD*ADDED*JST* B * GAP *NO.*STR* STR *NO.* Z. *NO*SZ*LC*LT*NQ*SZ*LC*LT* IR* RE *LOAD * HGHT*@ CL * T*NOTE * *+BRG* LL * DL * LOAD* SZ* * *STR*LOC* MID *DEP*RED* * * * * * * * * *@ CL * * * y* *---_*----*--��- *---* * *-_-*---* * *_--* * * - * �--_*�-�--* * --_ - '_- * * -* -^^ -� ^^ ' ' -* * . -^^ ^^ . -~ -,, ^^'~^ — ' ^' ' - * 16* * * 3 * 9 -; 6.50* 1 * * 1#68 3X25 ,_ *21* 0 * 3500* 8.9* 11.8*0.375* * *---* * *---* * *---*---* *_- *_-*--_-* * * * * -* * 12*31^0* *----* * <^�x * ��|.�r�i. � * 16* ' * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0 * 3500* 8.9* 11.8*0.375* * �� ' _- � �-------�--� . . �� - -- ' ' - - . ��-~ � �--�--- - � �� - * 10*31.7* � * ---* `'' �*��- * 16*- - •'*+ ''^-* 3 * 9 * * * r7.0* ��.* �~*»�� 16* ^ - =� w^'' - _* * -* * * *24 * a* 16* *-_-_* * * *-__* 29.8* * 35*31.7* �----*----* * 36*31,1� *--_-*�---* * 37*31.4* *---* �� * *----* *---* � * �*w� * 16* � ~� *----* ~ *---* STIRRUP CODE(S) (0)#3@12 FDSS �-_-�---� ' : - ' ' ' * 16* - ''4 *(3 * 9 * *-.--* * *--_*---* PRESTRESSED SYSTEMS IND * * 1G* ___*___* * 3 * 9 * 6.50* 1 * *----* *--_ * *---*---* *---*--_* * * 16* * * 3 * 9 * 5.50* 1 * * 2#6@ .--~~_--- -� -* _- * * --_�---�----_�---�--_� �� ' ' *---*---* ^9,,k~jga* 3/ * 16* * * 3 * 9 * 5.50* 1 * 2#6@ *---*---* *---*---* * 3 * 9 * 6.50* 1 * * 1#6@ *---*-__*-----*---*--- SPAN WITH BLANK MEASUREMENT MEANS FIELD DIMFNSION ��'�� $� �� A �m�� v - �»��"�*~ v ~^' v��'~~~ °-�.~�- � __.' ,_.,-~� � _« ,_ _ __, _ *---*---* 6.50* 1 * * 1#6@ 3X25 * * * * * 6.50* 1 * * 1#6@ 3X25 * *_-_* -* el. 00* 0 * * 1#5@ 3X20 * *---*---* * 9 .00* 0 * * 1#5@ 3X20 * *---*-_-* * 6.50* 1 * * 1#6@ 3X25 * ^•. , '3X25 3X25 * * * * * • *-----_----- * * 3500* * 3500* * 3500* 3500* 3500* � 1 ��0��U� . �m��m=�� .��3 | �RECEIVED ��"�~� __ �� NOV �� m��r°�~~ �wv �� ~~~- 8.9* 11.8*0.375* * * * *--* 8.9* 11.8*0.375* * * *--* 6.8* 11.8*0.375* * * *_----*----_*--* *p5* 0 * 3500* 6.8* 11.8*0.375* * * *----* * * *-----*-�* ' * *21* 0 * 3500* 8.9* 11.8*0.375* * 557 , E * �* �- � * * * *--* 2 *�5��*�� 0.�*� 11.8*0.375� *~ * -* *- *...�`* e-L*---- *��*� * .�375*` *^ *��*`�-_��-� °�,�� '~��* ��-_ * * *--*--- 11.8*0.250* * * * *--*--` * 1 -f • • 16 INCH JOIST AT 6 FT..- 6.38 IN. O.C. WITH A 4.00 INCH SLAB TRANSFORMED WDL TAREA HT r - T :l t - r •-,� ,4 i .. - r i - COMPOSITE TOWDL B THT 404.8 706 19.75 FLG TH GAP CAF WPSF ATEN FIRE HR SHORED 4.00 7.8 2.0 62.0 0 930 . 1 STRADS DIA TYPE AS FPS P POL PIP . ROEP FY PARALLEL 3.00 1/2 HS 0 0.4593 270000. 65106. 0. ' O. 70 0.0327 60000. STRAND LOC. A;-- - END ,° ;1.00 AT 3.00. 1.00 AT 7.00 1.00 AT 9.00 ': MID`. � 00 AT 3.00:: 1.00 AT 7.00 1 _ 00 AT 00 -- EM EE E4 1.89 1 . 89 1.89 FOR A SPAN OF 26.50 FEET PRESTRESSED SYSTEMS IND. MIAMI FL. 2/89. JOB NO.5574 MARK NO. 17 Ig YB YPB 14.'=13 YT SB .:li YPT SPB SPT IP FPCT DENT 5G5.8 1753.3 J-,. 8448.3 4000. 14 . (11 ULTIMATE SHEAR &. SERVICE MOMENT DUE TO JOIST LOADING 0.094 D .1L . '2L .3L .4L .5L .6L .7 L .8 . 9L D 2. 1. 1. 1. 0. 0. 0. -1. -1. -1. - 2. 1. J. 7. S. V 8. i. J. 3. 1. ( ) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.312 IY .1L .2L .3L .4L .SL .6L .7 L .8 . 9L D J. J. 3. 2. 1. 0. -1. - 2. - -3. - 5. - 5. 3. 10. 18. 23. 26. 27. . ..b . 23. 18. 10. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L . '2L .3L .4L .51 .6L .7 L .8 . 9L D 3. - 1. 1. 0. -1. -1. - -2. -3. 2. -r. 9. 12. 14. 14. 14. 12. 9. 5. 2. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 50 PSF D .1L .2L .3L. .4L .SL .6L .7 . L . 8 7. - 6. 4. 3. 1. 0. -1. -3. 3. 10. 18. 24. 28. 29. 28. 24. 18. -4. 4 .• ST I FPC DENT__ 261.8 203.t.r. 6 :. 60 00 .L S. _ ADDIT STEEL AT FY 0.310 3.00 6s:1i. 00. .9L - 6. - 7. 10. JOB 5574 MARK NO. .17 fr LENGTH RECEIVED DEC 0 2 X93 cow consugamo co. RECEIVED 140V 2 2 1V3 ( 5) ULTIMATE SHEAR & SERVICE MOMENT DUE TO ADDITIONAL 550.0 SLD LFT 0.00 (FT) RT 0.00 (FT) LOAD - 550.0 (PSF) D TO LD 0.00 (FT) LD D . 1 L .2L .3L . .4L .5L .6L .7 L . 8 3. 1. O..:.. . O. O. 0. 0 0. O. 2. J. 6. J. 4. s 3. 2. 1. ( 6) ULTIMATE SHEAR & SERVICE MOMENT DUE TO ADDITIONAL 550.0 SLD LFT 6450. (FT). RT 6.50 (FT) LOAD C50.0 (PSF) D TO LP.. 5.00 (FT) LDLT 1.00 D .1L . 2L .3L .4L .5L - ..:. -. 5L .7 L .8 .9L 4. 4. 2. -1. -1. -1. -1. -1. -1. -1. 2. 8. 15. 14. 12. 10. 8. 6. 4. 2. VU 24. 20. MW 14. 41. 71. 85. MU 20. 60. 105. 126. 1. -1. -5. -8. -12. -16. . -18. (K:IP). 91. 92. 86. : 74. 56. 31. 10. (FT-PIP) 136. 137. 129. 111. 83. 46. 15. (FT -PIP) JOB 5574 MARK NO. -17 • RECEIVED DEC Q 21993 MASS CONSTRUCUOM O. 1401 2 2 IV FLXURALREQUIREMENTS SERVICEABILITY SHEAR REQUIREMENTS% • MOMENT REQUIRED (MW) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .8L ' L END 14. 41. 71. 85. 91. 92. 86. 74. 56. ''31. 10. MOMENT FURNISHED BASED ON ALLOWABiE TENSION OF`` END �.1L' - .2L .3L .4L .5L' .GL .7L .8L .9L END 99. 99. 99. 99. 99. 99. 99. 99. � 99. 99^ MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 STRENGTH MOMENT REQUIREMENTS (MU) (FT-KIP) END .1L .2L .3L .4L .5L .6L. .7L .8L' .9L END 20. 60. 105. 126. 136. 137., 129. 111. 83. 46. 15. MOMENT FURNISHED BY 3. STRANDS AND 1 it 5 R � END .1L .2L .3L .4L .5L .6L .7L - .8L ^.9L END MOMENT DOES MEET THE STRENGTH CRITERIA OF ACI �^- =_,, *,^�=�� .' �_ D .1L .2L .3L .4L .7 L .8 .9L ]� 0.11 0.11 0.11 0.11 0.11 .11 0.11 0.11 0.11 0.11 - ` JOB 557.4.MARK NO. 17 ° . PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF '/ C-L REBA• REQD ' APPROX- DEFL (RELEASE) i SHLD LOC AREA MAX VU 26.5 0.3 0.09 0.38 0.17 1689. 778.* 588. 498. - .6 .OL O.O00 ? ._ _ �9 111.4 31.7 99.67 6.4 .0182 8.5 2.0 .0038 6.6 .00594 3.632 ` 0��Np��0�� mmm��mumr ", MARK SPAN LL DL HT B GAP NO TOP MID % BOTT VU REL SHORE CAMBR ��CN�� STR LOC LOC RED STL LOAD �^u~ ~~- 17 26.50 50 25. 16 70.6 7.8 3 9. 9.00 .70 :1689. 0.31 25.4 1689. 7.6 0. 1Z m �� mz m° � � m � � s� NOV 1323 � � �~. __ 16 INCH JOIST AT 6 FT.- 6.38 IN. O.C. WITH A 4.00 INCH SLAB TRANSFORMED WDL TAREA HT PRECAST 94.0 COMPOSITE TOWDL 405.1 FLG TH GAP 4.00 7.8 STRNDS DIA TYPE AS FPS 3.00 1/2 HS 1 0.4�g3' 270000. STRAND LOC. END 1.00 3.00 1.00 AT MID 1.00 AT 3.00 1.00 AT EM EE 96.5 16.00 B - THT 70.6 19.75 - .1. • CAF 2.0 E4 2.79 PRESTRESSED SYSTEMS IND. MIAMI FL. 2/89 JOB NO.5574 MARK NO. 28 / �'�- /�� ~3 '� �� * �� -^�� w"~^x ^^ -� YB 8.19' .PB 14.91 P � 65106.' 7.00 AT � 6.00 --~~ � -^- - !.50 YT SB 7.81 250.5 YPT SPB 4.84 573.1 WPSF 62.0 0.25 ATEN ST 262.7 SPT 1763.6 POL PIP ROEP 0.70 0.0327 FIRE HR 1 FY ADDIT STEEL AT 0.440 3.00 I FPC 2051.7 6000. - �� IP FPCT �, 8542.7 4000. - 144. FY 60000. FOR A SPAN OF 31.00 FEET SHORED (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.094 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 2. 2. 1. 1. 0. 0. 0. -1. -1. -2. -2. 1. 4. 7. 9. 11. 11. 11. 9. 7. 4. 1. ( ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.312 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 6. 5. 4. 3. 1. 0. -1. -3. -4. -5. -6. 4. 13. 24. 31. 36. 37, 36. 31. 24. 13. 4. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 3. 3. 2. 1. 1. 0. -1. -1. -2. -3. -3 . 2. 7. 13. 16. 19. 20. 19. 16. 13. 7. 2. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 50 PSF D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 8. 7. 5. 3. 2. 0. -2. -3. -5. -7. -8. 4. 14. 25. 33. 38. 39. 3B. ' 33. 25• 14. 4. . • ' DEP . ��.` ' : '�� LENGTH. 25. •• ' JOB_ 5574 MARK NO. 28 " ' � <'- • ' - ��N� U�� 0�«� N��|� Z ��. �~ ��. .- ^ mk commemummomi . / �� . ` N &NY� �� mu�� m � =""~ �� 180V 22 «�� VU 20. 17. 13. 8. 4. 0. -4. -8. -13. -17. -20^ (KIP) =' MW 11. 39. 69, 90. 103. 108. 103. 90. 69. 39. 11. (FT-KIP) MU 17. 58. 104. 136. 156. 162. 156. 136. 104. 58. 17. (FT-KIP) STRENGTH SHEAR WIUIREMENTS (AS/FT) =.4M ^'-~,r`. D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 0.11 0.11 0.11 0-.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE � - MEET THE STRENGTH CRITERIA OF ACI-318 , FLEXURAL REQUIREMENTS MOMENT REQUIRED (MW) {FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 11. 39. 69. 90. 103. 108. 103. 90. 69. 39. 11. MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 930. PSI END .'1L .2L .3L .4L .5L .6L .7L .8L .gL END 100. 103. 105. 108. 111. 114. 111. 108. 105. 103. 100. MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 4 MOMENT REQUIREMENTS (MU) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 17. 58. 104. 136. 156. 162. 156. 136. 104. ~58. 17. ^� - MOMENT FURNISHED BY 3. STRANDS AND 1 # 6 REBAF� END' :1L . ' .3L^ .4L .5 .6L .7L .| .'� :9� � END 120. 122+ 158. 161. 163. 161. 158. 124. 122. 120. wm�G�� .,• • .308 5574 MARK NO. 28 PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C-L REBAR ` REQD APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 31.0 0.43 0.17 0.71 0.33 2020. 920~ 442. 5348. 8.9 .()L 0.000 20.96 ' .. 4 83.5 3.6 75.30 6.4 .0182 6.3 2.2 .0075 5.0 .00815 3.338 MARK SPAN LL DL HT 8 GAP NO TOP MID % BOTT VU' REL SHORE CAMBR STR LOC LOC RED STL LOAD 28 31.00 50 25. 16 70.6 7.8 3 9. 6 . 70 0 21 2020. 8.9 �� V�N��m� NOV � � � �� :v�" -� _ ��0��1� � ��m�� vw w*m� DEC 02 �� w� co. CHASE consusaws e COMPOSITE TOWDL 406. 1 FLG TH ' GAP 4.00 7.8 EM -- EE E4 2.91 1.74 2.67 FOR A Sf OF 32.00 FEET 8. 7. 5. 4. 16 INCH JOIST AT 6 FT.- 6.38 IN. O.C. WITH A 4.00 INCH SLAB PRESTRESSED SYSTEMS IND. MIAMI FL. 2/89 JOB NO.5574 MAR, NO. 29 TRANSFORMED WDL TAREA HT _YB YT SB ST I FPC DENS?., c PRECAST 94.0 98.9 16.00 8.07 7.93 260.7 265.5 2104.5 6000. 144: • B THT YPB YPT SPB SPT IP FPCT DENT 70.6 19.75 14.82 4.93 597.8 1797.2 8859.1 4000. 144. CAF WPSF ATEN FIRE HR 2.0 62.2 2 930 . 1 STRNDS DIA TYPE AS FPS P POL PIP ROEP4 FY' 3.00 1/2 HS 1 0.4593 270000. 65106. 0.25 0.70 0.0327 60000. STRAND LOC. END 1.00 AT 3.00 1.00 AT 7.00 1.00 AT 9.00 MID 1.00 AT 3.00 _-.1.00 AT 6:.00: : - 1.06 AT 6.50 (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.094 D . 1 L .2L .3L .4L .5L .6L .7 L .8 .9L D 2. .. 1. 1. 0. 0. 0. -1. -1. 2. -2. 1. 4. 8. 10. 12. 12. 12. 10, 8. 4. 1. ( ) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.312 . D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 7. 6. 4. 1. 0. -1. -4. -6. -7. 4. 14. 26. 34. 38. 40. 38. 34. 26. 14. 4. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L .2L .3L .4L .5L .6L .7 L. .8 .9L 1. 1. 0. -1. -1. -2. .... 8. 13. 18. 20. 2 1. 20. 18. 13. 8. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 50 PSF D . 1 L .2L .3L .4L .5L .6L .7 L .8 .9L D 2. 0. -2. -4. -5. -7. -8. 4. ' 15. 27. 35 40. 42. 40. 35. 27. 15. 4. D SHORED DEPRESSED ADDIT STEEL AT FY LENGTH 0. 880 3.00 60000. 30B 5574 MARK NO. 29 RECEIVED DEC 0 CONSIMMill CO. AL a RECEIVED NOV 221 3 • ' • VU 21. 17. 13. 9. 4. 0. -4. -9. -13. -17. '-21. (KIP) MW 11, 41. 73. 96. 110. 115. 110. 96. 73. 41. 12: (FT-1 MU 17. 62. 111. 145. 166. 173. 166. 145. 111. 62. 18. (FT-KIP) FLEXURAL'REQUIREMENTS SERVICEABILITY STRENGTH SHEAR REQUIREMENTS (AS/FT) MOMENT REQUIRED (MW) (FT-KIP) END _ .1L .2L .3L .4L '5L .6L .7L .8L ,9i END. 11. 41. 73. 96. 110. 115. 110. 96. 73. 41. 12. MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 930. PSI END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 101. 1}}4. 107. 109. 112. 115. 112. 109. 107. 104. 101. MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 �.- JOB 5574 MARK NO. 29 MOMENT REQUIREMENTS (MU) (IFT-KIP) ' END .1L .2L .3L .4L ,5L .6L .7L .8L .9L END 17. 62. 111. 145. 166. 173. 166. 145. 111. 62. 18. _�� '-=_ --END 1L 2L .3L 4L 5L � . `8|L � �� - 190. 192. 195. 192. 196. 124. 122. 120: mp NT DoEs MEET THE STRENGTH CRITERIA OF ACI-318 ' � ~~~'' D .1L .2L .3L .4L �.6L .7 L .8 .9L D 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REO: NOT REQUIRED ACCORDING TO ACI CODE ' PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C-L REBAR _ REQD APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 32.0 0.48 0.19 0.79 0.28 1846. 830. 489. 5470. 9.2 .0L 0.000 21.63 75.7 -4.7 90.06 6.4 .0182 6.0 2.2 .0083 4.7 .00860 * 3.338 RECEIVED DEC � 0�� u�� m� MARK SPAN LL DL HT � B GAP NO TOP MID X BOTT VU ' REL SHORE CAMBR STR LOC LOC RED STL LOAD ONUSCNMMIKKIMNo 29 32.00 50 25. 16 70.6 7.8 3 9. 6.50 .70 0.88 21.6 1846. 9.2 0.28 �� - m��=u��s NOV �� "^. _� -� ° 16 INCH JOIST AT 3 FT.- 6.38 IN. O.C. WITH A 6.00 INCH SLAB TRANSFORMED WDL TAREA HT YB PRECASl 94.0 98.9 16~00 8.07` COMPOSITE TOWDL B THT YPB 346.8 42.4 21.75 15.27 FLG TH GAP 6.00 0.0 EM EE CAF WPSF 2.0 98.2 E4 3.57 1;74 3.21 FOR A SPAN OF 31.00 FEET PRESTRESSED SYSTEMS IND. MIAMI FL. 2/89 JOB NO.5574 MARK NO. 30 poa81 ff Jot-s7 FIRE HR / 1 (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.094 D .1L .2L .3L .4L .5L .6L .7 L . .9L D 2. 2. 1. 1. 0. 0. 0. -1. -1. -2. -2. 1. 4. 7. 9. 11. 1L. 11. 9. 7. 4. 1. (2) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.253 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 5. 4. 3. 2. 1. O. -1. -2. ' -3. -4. -5. 3. 11. 19. 25. 29. 30. 29. 25. 19. 11. 4. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 2. 2. 1. 1. 0. 0. 0. -1. -1. -2. - 2. 1. 4. 7. 9. 10. 11. 10. 9. 7. 4. 1. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 100 PSF D .IL '.2L .3L .4L .5L .6L .7 L .8 .9L D 9. 7. 6. 4. 2. 0. -2. -4. -6. - 7. -9. 5. 15. 27. 36. 41. 42. 41. 36. 27. 15. 5. _____ _ -_-____ ___- ____________________________________ - ______________________________ _ �.� YT SE( ST I FPC DENP� 7.93 260.7 265.5 2104.5 6000. 144. YPT SPB SPT IP FPCT DENT 6.48 674.9 1591.9 10308.6 4000. 144. • .�.`,� STRNDS DIA TYPE AS FPS P POL �, ROEP FY DEPRESSED 3.00 1/2 HS 1 0.4593 270000~ 65106. 0.25 O.70� 0.0474 60O00. .'�� ' v --` - ' STRAND LOC. .� END f.{o AT 3.00 ``-1.00 AT �r00`�'1 AT 9.00 I/' MID 1.00 AT ^' 3. 1. 5.}{ 1.00 5.50 ADDIT STEEL AT FY ' LENGTH 0.880 3.00 60000. ' 25. R E C E I V E D V�*��~ � � `�N�| u,�� =�� OIASE COUSIRESION CO. ( 5) ULTIMATE SHEAR Zt SERVICE MOMENT DUE TO ADDITIONAL 275.0 SLD LFT 0.00 (FT) RT 0.00 (FT) LOAD 275.0 (PSF) D TO LD 0.00 (FT) LDLT32.00 (FT) D . 1 L .2L . 3L . 4L . 5L .6L .7 L .8 .9L D 6. 5. 4. 2. 1. 0. -1. -2. -4. -5. -6. 4. 12. 21. 28. .:,..,.. 33. ...I ,.. .67./ 4:. • 28. 21. vu MW reig • a 14. •") • • • • • . • 1, • • - • 4 20. 15. 10. 5. 0. -5. -10. -15. -20. 46. 82. 107. 123. 128. 123. 107. 82. 46. 69. 123. 161. 184. 1,91. 184. 161. 122. 69. Ge c G0,1 - , JOB f:ro La itt j° L t* • (KIP), 15. (FT-KIP) 22• (FT-.-KIP) 5574 MARK. NO. 30 REC DEC 2 se cos taaniam (1. R ELEIV ED vio 2 2 1923 • . • Sr> 1 •••• "': • ::•1=1:27*-.... eatt FLEXURAL REQUIREMENTS SERVICEABILITY STRENGTH MOMENT REQUIRED (MW) (FT -KIP) END .1L .L .3L .4L .5L .6L .7L .8L . 9L END 14. 46. 82. 107. 123. 128. 1 '23 . 107. 82. 46. 15. MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 700 PSI END 1L .2L .3L .4L .5L .6L .7L .8L .9L -END 101. 106. 111. 116. 121. 127. 121. 116. 111. 106. 101. , MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI -318 END END 107. SHEAR REQUIREMENTS' (AS /FT) MOMENT REQUIREMENTS (MU) (FT-KIP) . 1 L .2L .3L .4L .5L .61_, ..7L .8L .9L END 69. 123. 161. 184. 191: 184. 1.61. 122. 69. -,-.. MOMENT FURNISHED BY 3. STRANDS AND 2 # 6 REBAR . 1L . 2L .. 3L .4L .5L .6L .7L .8L . -9L END 140. 143. 217. 220. 224. 220. 217. 143. 1 40. 137. MOMENT DOES MEET THE. STRENGTH CRITERIA OF ACI - 318... D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 0.11 J00.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE JOB 5574 MARK NO. 30 RECEIVED - 140V - 2 2 1393 VeliVE ,.spa ses PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C -L REBAR READ. APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 31.0 0.38 0.12 0.57 0.42 1031. 292. 8882. G.8 . O L 0.000 24.72 200.0 43.9 233.58 6.4 .0182 7.9 3.1MAX .0040 7.3 .00510 3.729 R E C E I V E ! ; MARK SPAN LL DL HT B GAP NO TOP MID X BOTT VU REL SHORE CAMBR DEC 0 2 STR LOC LOC RED STL LOAD oumeammumaum 30 31.00 100 25. 16 42.4 0.0 3 9. 5.50 .70 0.88 24.7 2235. 6.8 0.42 JOB NO. 5574 PRECAST WDL .. AREA HT ` tBSD YTSB ZSBB ZSBT I FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL. B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT ' 4000. 144. 466.0 35.5 24.00 i 13. s =�7 10.93 1737. 2078.6 6357.0 22712.8 CRACKED SECTION PROPERTIES C ZSBBCR . ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR /ZSBTCR 10.69 1690.5 5909.5 2103.6 22494.7 7.0985 0.2861 FLG TH FPS DIA POL AS P A STPER EU ES FPCIE FSU OFFSETS . 4.00 27t_ 000. 1/2 HS 0..75 0.612 . 86.9 1.34 0.057 0.75 i. 75... 1563. 265. 0.0 0.n 0.0 0.0. SHEAR /` • • • *:t•• • *• * * * * ** FLAGS _ MAXIMUM $PACING =10. * * * * * * * # * **• #* • ` JOIST BEARING 1= MIN AREA STEEL 111. 5.5.3 4= VS 4 *SORT(FPCT )*B*D * * j MAXIMUM VU 11.5:6.8 5= MAX VU S =D /' 11.5.4.3 F , u TWO SIDES DES c' -ex. 3= USE NEW SECTION 6= VH CONTROLS 17.5.4.3 - * * *• * ** 7= ULT. MOMENT LIMITED * * '- BY CONCRETE RECEIVED ** * * * * ** DEC 02 MARK SIZE LOTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS .- communion ca Mw Vw Tw TQP LOC PIPT STEEL FT -K REQ REQ GR 60 EMARK SHAPE / Mu Vu Tit BOTT LOC PIPB FUR FUR # VUFUR FLAGS D515 16.X 24.00 11.-10. 150. 35. 14. 2841 T (11.3.1.4) PRESTRESSED SYSTEMS INC., MIAMI, FLA. 2 AT 6. 0.70 2 AT 2. 0.70 CAMBER W/ END SUP.= 0.0 CAMBER W/ . 1 L SUP.= 0.0 CAMBER. W/ .2L SUP. = 0.0 701. 00. 3.AT 6.( 2) 75.4 844. 303. 3. AT1O. REST 59.7 RECEIVED NOV 2 2 1993 ca,- +rte j . +tsi - JOB NO. 5574 PRECAST WDL 152.0 COMPOSITE TOWDL 464.7 CRACKED SECTION PROPERTIES FLG TH FPS DIA 4.00 270000. 1/2 HS SHEAR & TORSION MAXIMUM SPACING= 6. MARK SIZE EMARK SHAPE• D520 16.X 24.00 2881 L 1.75 2.46 5.AT 6. 4.AT 5. CAMBER W/ END SUP. = AREA 152.0 B LGTH 19.- 2. HT YBSB 9.50 4.75 " THT YBCB 24.00 13.05 ' • POL AS 0.25 0.612 **************** * * **************** * * * * ******** * * ******** PRESTRESSED SYSTEMS INC., MIAMI, FLA. ' DESIGN REQUIREMENTS Mw Vw _ Mu Vu Tu YTSB ZSBB 4.75 240.7 YTCB ZCBB 10.95 1733.8 C ZSBBCR 10.72 1687.6 P A 86.9 1.36 65. 37. (11.6.3 ) 0.0 CAMBER W/ .1L SUP. = 0.1 JOIST BEARING ONE SIDE ZCBT 2065.9 ZSBTCR 5929.0 STPER 0.058 ZSBT 240.7 STRAND TOP LOC PIPT BOTT LOC PIPB 2 AT 6. 0.70 2 AT 2. 0.70 ZST 6375.1 ZCBTCR 2090.5 EU ES 0.75 0.75 DISTANCE ALONG BEAM 3.17 3.89 4.60 5.31 6.02 4.AT 6. 3.AT 5. 7.AT 6. 3.AT 6. 3.AT 6. MILD MuFur BOTT STEEL FT-K REQ FUR CAMBER W/ .2L SUP. = 0.1 - I {' FPC ��'` DENP 1143.2 6000. 144. ^ ' ICB FPCT DENT 22624.4 4000. 144. ICR . 12000/ZSBBCR ZSBBCR/ZSBTCR 22410.7 _ 7.1108 0.2847 ~ ' �O� FPCIE FSU ` ' . '-� ~1 ' .��~�285. � ' � ' 0 . 0 - - 0 . � � ' � � 1.' FLAGS 6.73 3.AT 6. i . 1= MIN AREA STEEL '11.5.5.3 2= MAXIMUM VU 11.5.6.8 -1-- USE NEW SECTION • 7.45 3.AT G. 561. 160. 5.AT 6.( 5) 89.2 844. 303. 3.AT 6.REST 42.1 r ' 4= VS>4*SQRT(FPCT)*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE U�0��p0��N�� U�ma��m��m� mN��i �� ^°�� TOP STIRRUPS �die�a��w • REQ GR 60 FUR VUFUR FLAGS � nam. v� � m � � s, NOV 0 �� 8.15 ^"=v �� ~_- AT 6._- � ' • . . ~ , • '. JOB NO. 5574 PRECAST WDL 152.0 COMP` ITE TOWDL 468.0 CRACKED SECTION PROPERTIES FLG TH FPS DIA 4.00 270000. ^1/2 HS SHEAR & TORSION ' MAXIMUM SPACING= 6. MARK SIZE EMARK SHAPE D521 16.X 24.00 2B82 1.75 2.50 5.AT 6. 5.AT 6. CAMBER W/ END SUP. = AREA HT YBSB 152.0 9.50 4.75 B THT YBCB 36.0 24.00 13.10 20.- 0. POL AS 0.25 0.919 4.AT 6. PRESTRESSED SYSTEMS INC., MIAMI, FLA. DESIGN REQUIREMENTS Mw Vw Tw Mu Vu Tu YTSB ZSBB ZSBT 4.75 240.7 240.7 YTCB ZCBB ZCBT 10.90 1748.1 2100.5 C ZSBBCR ZSBTCR 10.65 1694.8 5880.9 P A 130.3 1.95 80. 37. (11.6.3 ) JOIST BEARING ONE SIDE 4.00 4.75 4.AT 6. 3.AT 6. 3AT6. 3AT STPER STRAND TOP LOC PIPT BOTT LOC PIPB 0.70 0.70 ZST ICB 6362.7 22897.8 ZCBTCR 2123.2 MILD MuFur BOTT STEEL FT-K REQ FUR . 0.1 CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.1 I , FPC 1143.2 ' 6000. ICR 22619.8 FLAGS FPCT .~_.. TOP REQ FUR DENP 144. DENT 144. ~ 12000/ZSBBCR ZSBBCR/ZSBTCR 7.0804 0.2882 0.75 0.75 2347. , 2G0. 0 [r0:0 0.#~0~0 1= MIN AREA STEEL:11.5.5.3 4= VS RT(FPCT)*B*D 2= MAXIMUM vu 11.5.6.8'� ` � 5= MAX VU S=D/2 11.5.4.3 3= USE NEW SECTION 6= VH CONTROLS 17.5.4.3 J`= ULT. MOMENT Ll�[ ��N��8� �� m��wp BY CONCRETE ~ mm�� DEC � m� ��~* ~ � STIRRUPS ---- Ge 60 VUFUR FLAGS 340. 1211. 349. 5.AT 6.( 5) 87.8 1268. 456. 3.AT 6.REST U �n4��' ��g� /�@��L�� 8 DISTANCE ALONG BEAM �� m^v �� ==� 5.50 6.25 7.00 7.75 8. 5CbASF. 0OMMUMON 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. ^�� ~ � P�ESTRESSED SYSTEMS IND �°-~y�~ �A�� P��i 3 10:52:53.35 ES TRESSED - - -- - - ~~ -^ - /^. FPC PRECAST 6000 PSI SLAB T 4.00 IN (U.O.N.) FL TO FL 13 FT FAN (U.O.N.) JOB 5574 FPC COMPOSITE PSI FIRE RATING 1 � ' STRUCT DWG S DATE SHEET 1 COMPOSITE _ fade. � ��***********************************;1474************************** * * * * * *TOP* TOP * * * BOT STEEL * TOP STEEL * * * *SHORE*SHORE*CROWN* S* * LOAD*ADDED*JST* 8 * GAP *NO.*STR* STR *NO.* z *NO*SZ*LC*LT*NO*SZ*LC*LT*VUeBTIR* REL *LOAD * HGHT*@ CL * T*NOTE* * DL * LOAD* SZ* * *STR*LOC* MID *DEP*RED* * * * * * * * * *CODE* *@ CL * * * Y* * *****e********************************************ee*e************************************************************ *V; * * 12* * * 2 * 6 * 6.00* 0 * * * * 8+t 0 * 3500* 3.5* 12.1*0.250* * * * -* *---*-----* *---*---* e---a+---* * *--*----e * *-----* *--*----* *-4--* *---* * *---*---* *---*---* * *--*----* *-----*-----* *--*----* 4 12*31.0* * * * 16* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0 * 3500* 8.9* 11.8*0.375* * * *_---*---**- * * *---* * *---*---* *---*---* * *--*---_*-----*--_--*-----* *_-*---_* * 13*39.4* * 1 * * 16* * * 5 *11 * 6.00* 1 * * 2#6@ 3X30 * *26* 0 * 3600* 11.1* 11.8*0.875* * * * * *---* * *---*---* *---*---* * a+--*----* * * * *--*----* * 15*31.0* U * 1 * * 16* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0 *35O0* 8.9* 11.8*0.375* * * * * *--_* * *---*-_-* *---*---* *+ *--*--__* * * * *-_*-_--* * 16*31.2* U * * �_ * 16* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* '0'* 3500* 8.9* 11.8*0.375* * * --*- --* �@�^e---* * *---*---* *---*---* * ' *--*----e ,r ,~ .,~ * --* ----* * 27.0* * | * 16* * * 2 * 7 * 7.00* 0 * * 1#5@ 3X20 * *16* 0 * 3500* 6.9* 11.8e0.250* * * *- --*- --* * * *--_*---* *---*---* * *_-*----* * * * *--*----* 27.2* * } * 16* * * 2 * 7 * 7.00* 0 * * 1#5@ 3X20 * *16* 0 * 3500* 6.9* 11.8*0.250* * * * 19*29.8* * * * 16* * * 3 * 9 * 6.50* 1 *+ * 1#6@ 3X25 * *21* 0 * 3500* 8.9* 11.8*0.375* * * * 20*29.8* 56 *�c * * 16* * * 3 * 9 * 6.50* 1 * * 1#6@ 3X25 * *21* 0 * 3500* 8.9* 11.8*0.375* * * *-_--*-_--* * *---* * *---*---* *--_*---*- * *--*----* *----_* * *--*-_-_* SPAN WITH BLANK MEASUREMENT MEANS FIELD DIMENSION STIRRUP CODE(S) (0)#3@12 FDSS tar WF es`' MAU WALLS (Sag- sigoo DL044) CHASE COU%TQ*V*.r CO. O CONFORMS TO DESIGN CONCEPT„ ....... . , .... ACCEPTED AS SUBMITTED _ UBSTANTIALLY CONFORMS T� TIFSIGN CONCEPT ._. ACCEPTED AS NOTE- El DOES NOT CONFORM TO DESIGN CONCEPT ... REVISE AS NOTED AND RESUBMIT O UNRESPONSIVE SUBMITTAL AS NOTED REJECTEL: is limited to verifying THE FOLLOWING: . , . :I•:eciiiad Structural SubmittIls haVe been furnished. .1 1. ....,,,Irn:Ital is signed ar:d s11 by the S-c-c....tyE LI 3. ":"hc: ' *.:::i .. • - ---i, - . --:?. understotA. .. : dation ;n!...- ; ::nd has used the spoor:lad stnictu• -. .X:i e.: .lcular...)ns vt 1 4. Tir„ 4 7-.: . "1 1 : - : . 1 the sub.-nide! ;: cor-f.strnt v: the Structural Contra:- i 00 curn'nt. fv •~, ri of 'cr.. or O:rnensiols was made.) i l I :otalions do i:::t c,.;#1 s Chz.r,ge Order cad do no 1,Aicro 11 General 1 Contractor/Coastruction ManagCr frcm corerwiaricu wAn Ccntract Documents, governing codes and regulations. The General ContracteaCcns*r.;, tdar,ager is solely responsible for confirming all quantiVes, eimensions, fal!ricalson tet..hniques„ coordinating workwith I other trades and assuring that %roil( is performed in a sato and satisfactory manner. ---- -- ----,. 1 _...JENKIN &CHARLAIIII,-INC4 ENGINEERS - --- -FT...LAUDERDALE, FLORIDA 1$ 111 Date: ' By - 341133 E. s SUBMITTAL WITH SPECIALTY ENGINEER 400 , w ier • COMPOSITE TOWDL 299.1 'LG TH QAP 4. 00 9.0 12 INCH JOIST AT 4 FT.-10.50 IN. 0.C. WITH A 4.00 INCH SLAB PRECAST WDL 66.8 PRESTRESSED SYSTEMS IND..MXAMI F JOB NO.5574 MARK NO.' '1 AREA HT YB YT SB ST I FPC DENP 66:8 12.00 6.14 5.86 130.4 136.4 800.0 6000. 144. ) B THT .. YPB YPT SPB SPT . IP FPCT DENT 49.5 15.75 11.52 4.23 325.9 888.3 3755.4 4000. 144. CAF WPSF ATEN FIRE HR 2.0 61.4 700. 1 STRNDS DIA TYPE AS FPS P POL PIP ROEP FY " 2.00 1/2 HS 0 0.3062 270000. 43404. 0.25 070 0.0355 60000. STRAND LOC. END 1.00 AT 2.00 1.00 AT 6.00 MID 1.00 AT 2.00 1.00 AT 6.00 EM EE E4 2.14 2.14 2.14 FOR A SPAN OF 16.50 FEET (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.067 D .1L .2L .3L .41 .5L .6L .7 L .8 .9L D 1. 1. 0. 0. 0. 0. • 0. 0. 0. -1. -1. 0. 1. 1. 2. 2. 2. � . 2. 1. 1. 0. (2) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.233 D .11 .2L :3L .41 .5L .6L .7 L .8 .9L D 2. 2. -' 1. 1. . 0. -1. -1. 1. 3. 5 7. 8. 8. 8. 7. 5. 3. 1. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 1. 1. 1. 1. o. 0. 0. -1. -1. -1. -1. 1. 1. " 3. 4. `. 4. 1. 1. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 50 PSF D .1L .2L .3L .4L .SL .6L .7 L .8 .9L D 1. 1. 0. -1. -1. .J. . . . -.r.. -0. -J. 1. 3. 5. 7. 8. 8. 8. 7. 5. 3. 1. ADDIT STEEL AT FY 0.000 0.00 60c 000. • SHORED PARALLEL LENGTH JOB 5574 MARK NO RECEIVED NOV 221993 CHASE Caf1ST?WCilON C4. RECEIVED DEC 0 2 1993 OUSE aNSTRUaaN 0 FLEXURAL REQUIREMENTS STRENGTH J . ' 3. 2. 14. 19. 22. 22. 29. SHEAR REQUIREMENTS (AS/FT) -3. -5. -7. -8.. (KIP) 19. 14. 8. 3. (FT-KIP) -3-11 29. 12. 5. (FT-KIP) SERVICEABILITY . MOMENT REQUIRED (MW) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .13L .91 END 3. 8. 14. 19. l '''. 23. 22. 19. 14. 8. J . MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 700. PSI END .1L .2L .3L •4L .5L .6L .7L .8L .9L END 56. 56, 56. 56. 56. 56. 56. 56. 56. 56. 56. MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 MOMENT REQUIREMENTS (MU) (FT-KIP) , END .1L .2L .3L .4L .51 •6L .7L .8 .9L END 5. 12. •". 29. 33. 34. ,i,J. 29. 22. 12. 5. MOMENT FURNISHED BY 2. STRANDS AND 0 # 0 REBAR END .1L .2L .3L .4L .5L .61 .7L .8L .9L END 70. 70. 70. 70. 70. 70. 70. 70. 70. 70. 70. MOMENT DOES MEET THE STRENGTH CRITERIA OF. ACI-318 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 0.11 0.11 0.11 0.1.1 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE JOB 5574 MARK NO. 1 PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C-L REBAR READ APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 16.5 0.04 0.02 0.11 0.24 2373. 1152. 171. 3311. , .= ,.0 •0L 0.000 8.28 276.0 184.0 201.87 6.4 .0182 17.1 1.6MAX .0012 16.1 .00234 3.962 RECEIVED DEC 0 2 1003 MARK SPAN LL DL HT B GAP NO TOP MID X BOTT VU REL SHORE CAMBR STR LOC LOC RED STL LOAD CMLUIDERMI00 1 16.50 50 25. 12 49.5 9.0 2 6. 6.00 .70 0.00 8.3 2373. , .c. .,-..; 0.24 RECEIVED NOV 22 1993 CHASE CONSTRUCTION CO. TRANSFORMED WDL TAREA HT PRECAST 94.0 96.5 16.00 FLG TH GAP 4.00 .7.8 EM EE 1.86 CAF E4 2.79 FOR A SPAN OF 31.00 FEET PRESTRESSED SYSTEMS IND. MIAMI . 012 - /89' JOB, NO.5574 MARK NO. 10 • . 18 INCH JOIST AT 6 FT.- 6.38 IN. 0.C. 0 1/10 WITH A 4.00 INCH SLAB YB YT SB 8.19 7.81 250.5 ST . 262.7 COMPOSITE TOWDL B THT YPB YPT SPB SPT IP FPCT DENT 405.1 70.6 19.75 14.91 4.84 573.1 1763.6 8542.7 4000. 144. WPSF ATEN FIRE HR 62.0 930. 1 I 2051.7 STRNDS DIA TYPE AS FPS P POL PIP ROEP FY 3.00 1/2 HS 1 0.4593 270000. 65106. 0.25 0.70 0.0327 60000. STRAND LOC. END 1.00 AT 3.00 1.00 AT 7.00 1.00 AT 9.00 MID 1.00 AT 3.00 1.00 AT 6.00 1.00 AT 6.50 ADDIT STEEL AT FY 0.440 3.00 60000. (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.094 D .1L .2L .3L .4L .5L .6L .. L .8 .9L D 2. *"). 1. 1. 0- 0. 0. -1. -1. -2. -2. 1. 4. 7. 9. 11. 11. 11. 9. 7. 4. 1. (2) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.312 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D 6. 5. 4. 3. 1. 0. -1. --:, ,i. -4. -5. -6. 4. 13. 24. 31. 36. 37. 36. 31. 24. 13. 4. (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF 25. PSF LOADING D .1L .2L .3L .4L .5L .6L .7 L .8 .9L D ..-J. 2. 1. 1. 0. -1. -1 . -2. -3. ...e., ..-J. 2. 7. 13. 16. 19. 20. 19. 16. 13. 7. 2. (4) ULTIMATE SHEAR & SERVICE MOMENT DUE TO LLD OF 50 PSF D .1L .2L .3L .4L •5L .6L .7 L .8 .9L D 8. 7. 5. ,7., ,.,. 2. 0. -2. -3. -5. -7. - B. 4. 14 '' T. ;5 • .- . ,-, 38. 39. 38 . . --,, . .D.... " 5 . 14. 4. FPC DENP 6000. 144. SHORED DEPRESSED LENGTH 5574 MARK NO. 10 RECEIVED NOV 2 2 1993 CHASE CONSTRUCTION CO. RECEIVED DEC 0 2 1903 CHASE consniumoti CD c/11 20. MW 11. MU 17. FLEXURAL REQUIREMENTS SERVICEABILITY STRENGTH 17 8. .4. 0. -4. -8. -13. 17. (KiP5 ,39. 69. . 90. . 103. 108. .103. 90. - 11.. -(FT-KIP) 104. 136. 156. 162. 156. 136: 104. 58 17: • (FT-KIP) SHEAR REQUIREMENTS (AS/FT) MOMENT REQUIRED (MW) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 11. 39. 69. 90. 103. 108. 103. 90. 69. 39. 11. MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 930. PSI END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 100. 1(13. 105. 108. 111. 114. 111. 108. 105. 103. 100. MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 MOMENT REQUIREMENTS (MU) (FT-KIP) END .1L .2L .3L .4L .5L .6L .,7L .8L .9L END 17. 58. 104. 136. 156. 162. 156. 136. 104. 58. 17. MOMENT FURNISHED BY 3. STRANDS AND 1 # 6 REBAR END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 120. 122. 124. 158. 161. 163. 161. 158. 124. 122. 120. MOMENT DOES MEET THE STRENGTH CRITERIA OF ACI-318 D . 1 L 2L . 3L 4L . 5 L 6L .7 L . .9L 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE JOB 5574 MARK: NO. 10. PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C-L REBAR REQD APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 31.0 0.43 0.17 0.71 0.33 2020. 920. 442. 5348. 8.9 .OL 0.000 20.96 83.5 3.6 75.30 6.4 .0182 6.3 22 .0075 5.0 .00815 3.338 RECEIVED MARK SPAN LL DL HT B GAP NO TOP MID 7.: BOTT VU REL SHORE CAMBR DEC 0 2 1003 STR LOC LOC RED STL LOAD 10 31.00 50 25. 16 70.6 7.8 3 ,, 9. 6.50 .70 0.44 21.0 2020. 8.9 0.33 CHASE CONSTIAKTION 0 RECEIVED NOV 2 2 1993 Gum cos?. ca. 16 INCH JOIST AT 6 FT. 6.38 IN. 0.C. WITH A 4.00 INCH SLAB TRANSFORMED WDL TAREA HT PRECAST 94.0 98.9 16.00 COMPOSITE TOWDL B THT 406.1 70.6 19.75 FLG TH GAP CAF 4.00 7.8 2.0 STRNDS DIA TYPE AS FPS P POL PIP ROEP FY 5.00 1/2 HS 1 0.7655 270000. 108510. 0.25 0.70 0.0574 60000. STRAND LOC. END. 1.00 AT 3.00 1.00 AT 5.00 1.00 AT 7.00 1.00 AT 9.00 1.00 AT 11.00 MID 1.00 AT 3.00 1.00 AT 4.50 1.00 AT 5.00 1.00 AT 5.50 1.00 AT 6.00 EM EE 3.27 1.07 (1) ULTIMATE 2. D 1. : 2) ULTIMATE D $. 5. ( ULTIMATE D 4. (4) ULTIMATE D 10. 5. .... . 1 E4 2.83 FOR A SPAN ET SHEAR & SERVICE MOMENT DUE . 1 L . 2L . 3L . 4L 2. 2. 1. 1. 6. 11. 15. 17. SHEAR & SERVICE MOMENT DUE . 1L .2L .3L .4L 7. 5. 3. 2. 21. 37. 49. 56. SHEAR & SERVICE MOMENT DUE . 1L .2L .3L .4L 4. 1. 11. 20. 26. 29. SHEAR & SERVICE MOMENT DUE . 1L .2L .3L .4L 9. 6. 4. 2. 3. .... 51. 59. PRESTRESSED SYSTEMS IND. MIAMI JOB N0.5574 MARK NO. 13 of/5 YB 8.07 YPB 14.82 1e YT 7.33 SB `60.7 YPT SPB SPT 4.93 597.8 1797.2 WPSF ATEN 62.2 930. TO JOIST LOADING 0.094 . 5L .6L .7 L .8 0. -1. -1. -2. 18. 17. 15. 11. TO SLAB LOADING 0.312 .5L .GL .7 L .8 0. -2. -3. -5. 58. 56. 49. 37. TO SDL OF 25. PSF LOADING . 5L .6L .7 L .8 0. -1. 2. -3. 31. 29. 26. 20. TO LLD OF 50 PSF . 5L .6L .7 L .8 0. -2. -4. -6. 61. 59. 51. 39. ST 265.5 FIRE HR 1 ADDIT STEEL AT 0.880 3.00 . 9L -9. I 2104.5 IP 8859. 1 . SL D, 6. 1. .3L D - 7. -8. 21 . 5 . .3L D - 4. -4. 11. 3. D -10. 5.. FPC 6000. FPCT 4000. FY 60000. SHORED DEPRESSED DENP 144. DENT 144. LENGTH 30. RECEIVED DEC 0 2 CHASE CONSTRIKIION CO. RECEIVED NOV 2 2 1993 CHASE CO@1SIrtUCU so. VIJ?r'�.�r' 14. � �� ,. �- ., ,�� 21. STWENGTH `'''` _ SERVICEABILITY 21. 16. '`°10. 60~ 107. 141. 91. �1 .' ' 213. _' FLEXURAL REQUIREMENTS SHEAR REQUIREMENTS (AS/FT) D .1L .2L .3L .4L .5L .6L 0.11 0.11 0.11 0.11 0.11 . 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE PERFORMANCE SPAN DEFSL 5. 0. -5. -10. � � ^' -21. ~ ' (KIP) 161. 168. 161. 141. 107. 60. 14. (FT-KIP) 243. 253. 243. 213. 162. 91. 21. tFT-KIP) MOMENT REQUIRED tM END .1L .2L .3L 14. 60. 107. 141. MOMENT FURNISHE END .1L .2L .3L 123. 132. 141. 151. MOMENT DOES MOMENT REQUIREMENTS (MU) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L 21. 91. 162. 213. 243. 253. 243. '213. MOMENT FURNISHED BY 5. STRANDS AND 2 # 6 REBAR END .1L .2L .3L .4L .51 .6L .7L ` .8L .9L END 187. 194. 201. 270. 277. 283. 277. 270. 201. 194. 187. ,MOMENT DOES MEET THE STRENGTH CRITERIA OF ACI-318 APPROX 38.7 0.86 73.9 -6.5 89.47 .7 L .8 .9L D 0.11 0.11 0.11 8.11 DEFT UNSHD CAMBR FPCIM FBMDP DEFL (RELEASE) 0.40 1.69 0.85 3570. 1650. MARK SPAN LL DL HT B GAP NO STR 13 38.70 50 25. 16 70.6 7.8 5 6.4 .0182 4.1 2.7 1 (FT-KIP) . 5L .6L .7L .8L .9L END 168. 161. 141. 107. 60. 14. N ALLOWABLE TENSION OF 930. PSI . 5L .61 .7L .8L .9L END 169. 160. 151. 141. 132. 123. THE SERVICEABILTY CRITERIA OF ACI-318 TOP LOC 11. MID % LOC RED 6.00 .70 .0179 .BL .9L END 162. 91. 21. FTPMDP IEFF C-L SHLD 555. 6496. 11.1 3 BOTT VU REL STL 0.88 26.2 3570. REBAR LOC . 0L . 01107 JOB 5574 MARK NO. 13 REQD AREA ().000 3.113 SHORE CAMBR LOAD 11.1 MAX VU 26.16 RECEIVED mm�� m � � mm DEC �� ««�� ~ � �� CO. 8. 85 w��==�� p�� mm ma � � m � � m* NOV � �� x"�" _� �-- CHASGCOUSTRUCTION CO. 16 INCH JOIST AT 5 FT.0.19 IN. O.C. WITH A 4.00 INCH SLAB TRANSFORMED WDL TAREA HT YB YT SB ST I FPC DEW PRECAST 94.0 95.7 16.00 8.23 7.77 247^5 261.8 2035^6 6000. 144. COMPOSITE TOWDL B THT YPB YPT SpB SPT IP FPCT DENT 372.0 70.2 19.75 14.92 4.83 565.4 1747.1 8436.9 4000. 144. FLG TH GAP CAF WPSF ATEN FIRE HR 4.00 :0.1 2.0 ,. 63.6 930. 1 STRNDS DIA TYPE AS FPS P POL PIP ROEP FY 2.00 1/2 HS 0 0.3062 270000. 43404. 0.25 0.70 0.0200 80000. ' STRAND LOC. END 1.00 AT 3.00 1.00 AT 7.00 MID 1.00 AT 3.00 1.00 AT 7.00 EM EE E4 FOR A SPAN OF 26.50 FEET � PRESTRESSED' IND . MIAMI .FL'. 2/89 JOB NO.5574 MARK NO. 17 J 7 18 (1) ULTIMATE SHEAR & SERVICE MOMENT DUE TO JOIST LOADING 0.094 D .1L .2L .3L .4L .5L .6L .7 L .8 .9L 2. 1. 1. 1. 0. 0. O. -1. -1. 1~ 3. 5. 7. B. a. B. 7. 5. 3. (2) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SLAB LOADING 0.27 D .1L .2L .3L .4L .5L .6L .7 L ^^ .9L 5. 4. 3. 2. 1. 0. -1. --17. ......J. -4. " " ^~ ~^ ~^ ~_ ~^ ��. ^' �� . ��. 9. 16. 21. 24. �o. 24. ,:1. �. 16. . (3) ULTIMATE SHEAR & SERVICE MOMENT DUE TO SDL OF , = / PSF LOADING D .1L .2L .3L .4L .5L .6L / .7 L .8 .9L -1 -1. -2. -2 �� , q 3. 2. 2. 1. 1. 0. -1 -1. -2. -2 . 2. �5. 8. 11. 12. 13 12 11 8. 5 ULTIMATE . � . . (4) D .1L .2L .3L .4L .5L .6L \,.7 L .8 .9L 6. 5. 4. 3. 1. 0. '-----„,. 3. 9. 16. 22. 25. 26. 25. 22. --� 16. 9. ADDIT STEEL AT FY 0.310 3.00 60000. ■-■ SHORED PARALLEL LENGTH 20. JOB 5574 MARK NO. 17 1-4 Ave NT;PrilowpL Lopos iNG To 6" uJALVD \ ��p�N�� Namv�m��wp DEC 1993 0 w^�w-� RECEIVED � 8 �� :m m. v* � m � � u� �� NOV 2 2 �� CHASE causal:am Ca. 10. 6. FLEXURAL REQUIREMENTS SERVICEABILITY SHEAR REQUIREMENTS (AS/FT) O .,• -6 . . 68. 60. 103. 90. 68. 103. 107. -10. -13.. -15. (KIP) 9. - (FTKIP)- . ;::.- - • 39.. 13. , (FT-KIP) D .1L .2L .3L .4L .5L .6L .7 L .6 .9L D 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO ACI CODE • MOMENT REQUIRED (MW) (FT-KIP) END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 9. 26. 46. 60. 68. 71. 68. 60. 46. 26. 9. MOMENT FURNISHED BASED ON ALLOWABLE TENSION OF 930. PSI END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 92. 92. 92. 92% 92. 92. 92. 92. 92. 92. 92. MOMENT DOES MEET THE SERVICEABILTY CRITERIA OF ACI-318 1 STRENGTH MOMENT REQUIREMENTS (MU) (FT-KIP) END .1L .2L .3L .4L .5L .6L 47L .8L .9L END 13. 39. 69. 90. 103. 107. 103. 90. 69. 39. 13. MOMENT FURNISHED BY 2. STRANDS AND 1 # 5 REBAR END .1L .2L .3L .4L .5L .6L .7L .8L .9L END 89. 89. 89. 111. 111. 111. 111. 111. 89. 89. 89. MOMENT DOES MEET THE STRENGTH CRITERIA OF ACI-318 JOB 5574 MARK NO. 17 PERFORMANCE SPAN DEFSL DEFT UNSHD CAMBR FPCIM FBMDP FTPMDP IEFF C-L REBAR REM APPROX DEFL (RELEASE) SHLD LOC AREA MAX VU 26.5 0.23 0.08 0.34 0.23 1371. 619. 297. 4801. 6.9 . OL 0.000 16.22 115.3 3 79.71 6.4 .0182 8.9 2.2 .0036 6.8 .00607 3.692 RECEIVED DEC 0 2 en MAW SPAN LL DL HT B GAP NO TOP MID X BOTT VU REL SHORE CAMBR • STR LOC LOC RED STL LOAD OIASECONSTMIMONID. 17 26.50 50 25. 16 70.2 -0.1 2 7. 7.00 .70 0.31 16.2 • 1371. 6.9 0.23 RECEIVED NOV 2 2 1993 CHASE C.01 ON CO. JOB WO. 5574 PRECAST 411COMPOSITE TOWDL ^.� � ^~��.v CRA ED SECTION PROPERTIES FLG 4 ° EN --� n�� '� 16.X SHE & TORSION MAX M SPACING= 6. . _ � WDL 152.0 FPS 270000. SIZE SHAPE 2B1 a 1.99 6. 4.AT 6. R W/ END SUP. AREA HT 152.0 9.50 B THT YBCB 26.0 DIA POL 1/2 HS LGTH 10.- 0. **************** * 2.29 3.AT 5. YBSB 4.75 11.9 PRESTRESSED SYSTEMS INC., MIAMI, FLA. C ZSBBCR ZSBTCR 11.17 1503.9 7039.5 AS P A STPER 0.612 86.9 1.80 0.079 * ****** * * * * ******** * * ******** DESIGN REQUIREMENTS Mw Vw Tw Mu Vu . Tu 100. 45. 36. (11.6.3 ) YTSB ZSBB ZSBT I 4.75 240.7 240.7 1143.2 YTCB ZCBB ZCBT 11.29 1524.8 1615.7 JOIST BEARING ONE SIDE DISTANCE ALONG BEAM 2.59 2.89 3.AT 6. 3.AT 6. STRAND TOP LOC PIPT BOTT LOC PIPB 2 AT 6. 0.70 2 AT 2. 0.70 ZST ICB 7409.4 18238.4 3CBTCR ICR 12000/ZSBBCR 162G.7 18168.8 7.9792 EU ES FPCIE 0.75 0.75 1563. MILD MuFur BOTT STEEL FT-K REO FUR 219. = 0.0 CAMBER W/ .1L SUP. = 0.0 CAMBER W/ .2L SUP. = 0.0 FLAGS 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 3= USE NEW SECTION 844. 3.19 3.49 3.80 3.AT 6. 3.AT G. 3.AT G. FPC ~`~~^ FPCT 4000. TOP REO FUR 4.10 3.AT 6. DENP 144. DENT 144. STIRRUPS GR 60 ZSBBCR/ZSBTCR 0.2137 FSU OFFSETS FOS 260. 0.0 0.0 ().0 0,() 1.52 4= VS>4*SQRT{FPCT}*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE ��N�� mm�n��m��mp DEC � �� ~� ~_- CHASE CONSTRUCTION co. VUFUR FLAGS 112. 4.AT 6.( 3) 47.9 303. 3.AT 6.REST 41.1 |��p�0�� m��mm�ap 4.40 3.AT 6. NOV ��1�� v �� w OUSE COUSTAICTISN 02. ^ ' • JOB NO. 5574 PRECAST WDL AREA 152.0 152.0 COMPOSITE TOWDL CRACKED SECTION PROPERTIES FLG TH FPS DIA POL AS p 4.00 270000. 1/2 HS 0.25 0.919 130.3 SHEAR & TORSION MAXIMUM SPACING= 6. MARK EMARK D502 2B13,19 SIZE SHAPE L 1.69 2.39 5.AT 6. 4.AT 5. HT YBSB 9.50 4.75 B THT YBCB 34.8 23.25 12.83 LGTH 1B.-10. **************** * * **************** * * * * * ******* * * ******** 3.09 4.AT 6. PRESTRESSED SYSTEMS INC., MIAMI, FLA. DESIGN REQUIREMENTS Mw Vw Tw Mu Vu Tu YTSB ZSBB 4.75 240.7 ZSBT 240.7 YTCB ZCBB ZCBT 10.62 1633.2 1943.4 C ZSBBCR ZSBTCR 10.42 1593.2 6142.4 65. 36. (11.6.3 ) A 2.x}1 JOIST BEARING ONE SIDE DISTANCE ALONG BEAM STPER STRAND TOP LOC PIPT BOTT LOC PIPB 3 AT 6. 0.70 3 AT 2. 0.70 3.80 4.50 5.20 3.AT 5. 3.AT 6. 3.AT 6. EU ES FPCIE 0.75 ° CAMBER W/ END SUP. = 0.1 CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.1 I 1143.2 ZST ICB FPCT DENT 6585.3 20632.8 4000. 144. ZCBTCR 1960.7 5.90 3.AT G. ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 20436.2 7.5320 0.2594 0.75 2347. FLAGS 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 3= USE NEW SECTION MILD MuFur BOTT STEEL FT-K RED FUR 326. 1016. 1268. 6.61 3.AT 6. FPC ..... TOP REO FUR DENP 144. FSU OFFSETS FOS 260. 0.0 0.0 0.0 0.0 1.52 4= VS>4*SORT(FPCT)*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE STIRRUPS GR 60 RECEIVED DEC 0 0 1993 �� -� _- CO. VUFUR FLAGS 264. 5.AT 6.( 5) 84.5 456. 3.AT 6.REST 39.7 7.31 8.01 3.AT 6. 3.AT 6. Y��p�N�� mmm"n°�m��o� NOV � �� vn�" -� --- CHASE CONSTRUCION ° JOB NO. 5574 PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT I FPC DENP COMPOSITE TOWDL B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT `' 443.0 32.8 23.25 12.4e 10.77 1611.2 1867.5 6744.7 20109.6 4000. 144. CRACKED SECTION PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 10.59 1574.6 6307.6 1882.5 19934.8 7.6211 0.2497 FLG TH FPS DIA POL AS P A STPER EU ES ` FPCIE FSU OFFSETS FOS 4^00 270000. 1/2 HS 0.25 0.612 86.9 1.46 0.064 0.75 0.75 1563. 265. 0.0 0.0 0.0 0.0 1.52 ` SHEAR & TORSION **************** FLAGS MAXIMUM SPACING= 6. * * **************** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 4= VS}4*SQRT(FPCT)*B*D * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 5= MAX VU S=D/2 11.5.4.3 MARK SIZE LOTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT-K REO REQ GR 60 EMARK SHAPE Mu Vu Tu BOTT LOC PIPB FUR FUR D503 2B16 L CAMBER W/ END SUP. = 16.- 9. 0.0 ******** ******** * * PRESTRESSED SYSTEMS INC., MIAMI, FLA. 65. 36. (11.6.3 ) DISTANCE ALONG BEAM CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.0 7= ULT. MOMENT LIMITED BY CONCRETE RECEIVED ��8 ��~�� » ��»~�~� �� a��a�0to�W�«�mw VUFUR FLAGS 2 AT 6. 0.70 226. 602. 150. 5.AT 6.( 5) 84.5 RECEIVED wm m. � � m � m. om 7.16 1.69 2.30 2.90 3.51 4.12 4.73 5.34 5.94 6.55 5.AT 6. 4.AT 5. 4.AT 6. 3.AT 5. 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. NOV 22 �� " �� __- CHASE animal:am ce ` ^. JOB NO. 5574 PRESTRESSED SYSTEMS INC., MIAMI, FLA. 11 PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT I FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 463.7 37.9 23.25 12.85 10.40 1663.7 2055.0 6384.1 21375.3 4000. 144. CRACKED SECTION PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 10.19 1618.5 5932.9 2075.8 21144.0 7.4143 0.2729 FLG TH FPS DIA POL AS p A STPER E0 ES ` FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS {).25 0.919 130.3 1.85 0.082 0.75 0.75 2347. 260. 0.0 0.0 0.0 0.0 1.52 MAXIMUM SPACING= 6. * * **************** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 4= VS * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 5= MAX VU S=D/2 11.5.4.3 * * a = USE NEW SECTION 6= VH CONTROLS 17.5.4.3 ******** 7= ULT. MOMENT LIMITED * * BY CONCRETE ******** MARK SIZE LGTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT-K REQ REQ GR 60 EMARK SHAPE Vu Tu BOTT LOC pIPB FUR FUR VUFUR FLAGS ----- 2B17.23 L _ (11.6.3 ) 1.69 2.53 5.AT 6. 5.AT 6. 3.37 4.AT 5. 4.22 4.AT 6. DISTANCE ALONG BEAM 5.06 3.AT 5. 5.90 3.AT 6. 6.74 3.AT 6. CAMBER W/ END SUP. = 0.1 CAMBER W/ ,1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.1 FLAGS 7.59 3.AT 6. RECEIVED �' � N �� 8. 43 9. 27 Nm m� �* � m m � mp 3.A 6 ^ 'mm m�� m� m �~�' NOV �� ,v�n � � ��» DEC � � �� =�� CHASE COMMIX= CO, OIASE CONSTRUCTION CO. t PRECA 5574 WDL 152.0 TOWDL 442.0 32.5 CRAC , SECTION PROPERTIES MARK D505 16.X 4�' �s POL AS 70000. 1/2 HS 0.25 0.612 FPS DIA ORSION -SPACING= SIZE L 1 ' ` ^ ^/ END SUP. 2.28 4.AT 6. AREA HT YBSB 152.0 9.50 4.75 23.25 12.46 LGTH = 0. 16.- 6. 2.88 4.AT 6. PRESTRESSED SYSTEMS INC.,. DESIGN REQUIREMENTS Mw Vw Tw Vu Tu YTSB ZSBB ZSBT 4.75 240.7 240.7 YTCB ZCBB ZCBT 10.79 1608.4 1858.3 C ZSBBCR ZBBTCR 10.61 1572.3 6329.0 P A STPER 86.9 1.47 0.065 . 36. (11.6.3 ) DISTANCE ALONG BEAM 3.48 4.07 4.67 3.AT 6. 3.AT G. 3.AT G. CAMBER W/ .1L SUP. = JOIST BEARING ONE SIDE STRAND TOP LOC PIPT BOTT LOC PIPB 2 AT 6. 0.70 2 AT 2. 0.70 EU ES 0.75 p.75 5.27 AT 6. 0.1 CAMBER W/ .2L SUP. = ZST ICB 6765.4 20045.6 ZCBTCR 1873.1 ,^ I 1143.2 MILD ^MuFur BOTT STEEL FT-K REQ FUR 0.0 FLAGS' 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 3= USE NEW SECTION 226. 276. 844. 5.86 3.AT 6. ` FPC FPCT ..... TOP REQ FUR -�` DENP 144. DENT 144. STIRRUPS GR 60 �� DEC uv".� -- ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 19873.4 7.6324 0.2485 FPCIE FSU OFFSETS 1563. 265. 0.0 0.0 0.0 0.0 4= VS>4*SQ0TKFpCTJ*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE VUFUR FLAGS 69. 4.AT 5.( 4) 61.2 303. 3.AT 6.REST 40.6 FOS 6.46 7.06 3.AT 6. 3.AT 6. � mm ma n� � m � m ° m~ R E C E I V E D NOV - CO. ��E CHASE CO8SVZHOMI CO, , JOB NO. 5574 PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT I FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 458.0 33.5 24.00 12.92 11.08 1720.8 2005.4 6505.6 22226.8 4000. 144. CRACKED SECTION PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 10.86 1672.5 6032.3 2025.0 21983.1 7.1751 0.2773 FLG TH FPS DIA POL AS P A STPER EU ES FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS 0.25 0.612 86.9 1.42 0.060 0.75 0.75 1563. 265. 0.0 0.0 0.0 0.0 1.52 SHEAR & TORSION **************** FLAGS MAXIMUM SPACING= 6. * * **************** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 4= VS>4*SORT(FPCT)*B*D * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 5= MAX VU S=D/2 11.5.4.3 * * 3= USE NEW SECTION 6= VH CONTROLS 17.5.4.3 ******** 7= ULT. MOMENT LIMITED * * BY CONCRETE ******** MARK SIZE LOTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT-K REQ RE0 GR 60 EMARK SHAPE Mu Vu Tu BOTT LOC PIPB FUR FUR D506 16.X 24.00 11.- 2. 2 AT 6. 0.70 235. 472. 131. 4.AT 5.( 3) 48.5 100. 35. 37. 2 AT 2. 0.70 844. 303. 3.AT 6.REST 36.6 'B20 T (11.6.3 ) 1.75 4.AT 5. 2.10 4.AT 6. 2.45 3.AT S. PRESTRESSED SYSTEMS INC., MIAMI, FLA. DISTANCE ALONG BEAM 2.80 3.14 3.49 3.AT 6. 3.AT 6. 3.AT 6. 3.84 3.AT 6. CAMBER W/ END SUP. = 0.0 CAMBER W/ .1L SUP. = 0.0 CAMBER W/ .2L SUP. = 0.0 4.19 3.AT 6. 4.54 3.AT 6. 4.89 3.AT 6. VUFUR FLAGS RECEIVED RECEIVE.) DEC 0 2 1E3 NOV 2 1S93 CHASE conntualora co. CHASE commas.= a , JOB NO. 5574 PRESTRESSED SYSTEMS INC., MIAMI, FLA. PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT 1 FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL 8 THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT- DENT 542.0 54.5 24.00 14.25 9.75 1905.1 2784.1 5716.1 27146.9 4000. 144. RACKED SECTION PROPERTIES c ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 9.37 1816.0 5181.4 2833.4 2656'0.4 6.6081 0.3505 FLG TH FPS DIA POL AS . P A STPER EU ES FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS 0.25 0.612' 86.9 0.87 0.037 0.75 0.75 1563. 265. 0.0 0.0 0.0 0.0 1.52 SHEAR & TORSION **************** FLAGS MAXIMUM SPACING= 6. * * **************** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 4= VS>4*SORT(FPCT)*B*D * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 ...- MAX VU S=D/2 11.5.4.3 * * 3= USE NEW SECTION 6= VH CONTROLS 17.5.4.3 ******** 7= ULT. MOMENT LIMITED * * BY CONCRETE ******** MARK SIZE LGTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT-K REO REG! GR 60 EMARK SHAPE M Vu Tu BOTT LOC PIPB FUR FUR VUFUR FLAGS D507 16.X 24.00 18.- 2. 110 2 AT 6. 0.70 238. 674. 236. 4.AT 5.( 4) 47.6 45. 37. 4,21 2 AT 2. 0.70 844. 303. 3.AT 6.REST 35.7 (11.6.3 ) DISTANCE ALONG BEAM 1.75 2.42 3.08 3.75 4.42 5.08 5.75 4.AT 5. 4.AT 6. 4.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. 3.AT 6. CAMBER W/ END SUP. = 0.0 CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.1 6.42 3.AT 6. 7.08 3.AT 6. 7.75 3.AT 6. RECEIVED RECEIVED DEC 0 2 1993 NOV 2 2 1993 MAU coNscaucctoo co. atmE caul jam 0. JOB NO. 5574 PRECAST WDL AREA HT YBSE< YTSB ZSBB ZSBT I FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. • COMPOSITE TOWDL B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 453.7 35.4 23.25 12.67 10.59 1639.2 1964.6 6544.3 20776.1 4000. 144. CRACKED SECTIbN PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000 / ZSBBCR ZSBBCR / ZSBTCR 10.38 1598.2 6099.9 1982.5 20573.2 7.5085 0.2621 FLG TH FPS DIA POL AS P A STPER EU ES FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS 0.25 0.919 130.3 1.98 0.087 0.75 0.75 2347. 260. 0.0 0.0 0.0 0.0 1.5 SHEAR & TORSION * * * * * * * * * * * * * * ** FLAGS MAXIMUM SPACING= 6. MARK SIZE LGTH DESIGN REQUIREMENTS Mw Vw Tw EMARK SHAPE Mu Vu Tu D508 16.X 23.25 19.- 5. 293 L 1.69 5. AT 6. 2.42 4.AT 5. 3.15 4.AT 6. PRESTRESSED SYSTEMS INC., MIAMI, FLA. * * * * * * * * * * * * * * * * ** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 4= VS >4 *SQRT(FPCT) *B *D * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 5= MAX VU S =D /2 11.5.4.3 * * 3= USE NEW SECTION 6= VH CONTROLS 17.5.4.3 * * * * * * ** 7= ULT. MOMENT LIMITED * * BY CONCRETE * * * * * * ** 65. 36. 3 AT 2. 0.70 1268. 456. 3.AT 6.REST 39.7 (11.6.3 ) 3.AT 5. DISTANCE ALONG BEAM 3.88 4.60 3 AT 6. 0.70 5.33 3.AT 6. 3.AT 6. 6.06 3.AT 6. CAMBER W/ END SUP. = 0.1 CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.1 STRAND MILD MuFur BOTT TOP STIRRUPS TOP LOC PIPT STEEL FT -K REO REO GR 60 BOTT LOC PIPB FUR FUR VUFUR FLAGS 327. 1161. 304. 5. AT 6.( 5) 84.5 6.79 3.AT 6. 7.5' 8.25 3.AT 6. 3.AT 6. RECEIVED RECEIVED DEC 02 1993 NOV 221993 ova coNsutuc" CHASE COUST2i UCTION CO. 1 it JOB NO. 5574 PRESTRESSED SYSTEMS INC., MIAMI, FLA. PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT I FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL B THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 600.0 40.0 31.25 17.10 14.15 2943.8 3557.9 6623.2 50341.9 4000. 144. CRACKED SECTION PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000 /ZSBBCR ZSBBCR /ZSBTCR 13.21 2660.4 5621.1 3631.3 47982.9 4.5107 0.4733 FLG TH FPS DIA POL AS P A STPER EU ES FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS 0.25 1.531 217.1 3.31 0.091 0.75 0.75 3923. 260. 0.0 0.0 0.0 0.0 1.52 SHEAR & TORSION * * * * * * * * * * * * * * ** FLAGS MAXIMUM SPACING= 8. MARK SIZE EMARK SHAPE D509 16.X 31.25 39.- 3. .288 L 2.35 3.92 5.AT 8. 4.AT 7. * * * * * * * * * * * * * * * * ** JOIST REARING 5.49 4.AT 8. 700. 75. 48. (11.6.3 ) ONE SIDE DISTANCE ALONG BEAM 7.06 8.63 3.AT 6. 3.AT 8. 10.20 3.AT 8. 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 3= USE NEW SECTION 11.77 3.AT 8. CAMBER W/ END SUP. = -1.1 CAMBER W /..1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.6 13.34 3.AT 8. 4= VS>4 *SORT(FPCT) *B *D 5= MAX VU S =D /2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE LGTH DESIGN REQUIREMENTS 'STRAND MILD• MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT -N: REQ REQ GR 60 Mu Vu Tu BOTT LOC PIPB FUR FUR VUFUR FLAGS 5 AT 6. 0.70 2 #6 TOS 840. 2077. 983. 5.AT 6.( 2) 125.4 5 AT 2. 0.70 2119. 766. 5.AT 8.( 7) 118.5 3.AT 8.REST 72.6 14.91 16.48 3.AT 8. -3.AT 8. RECEIVED RECEIVED DEC 0 2 1993 NOV 2 2 1993 ausE cam' CO aRarallaitni CO. JOB NO. 5574 PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT 1 FPC DENP 152.0 152.0 9.50 4.75 4.75 240.7 240.7 1143.2 6000. 144. COMPOSITE TOWDL 600.0 CRACKED SECTION PROPERTIES FLG TH FPS DIA POL AS P A STPER EU ES FPCIE FSU OFFSETS FOS 4.00 270000. 1/2 HS 0.25 1.531 217.1 3.31 0.091 0.75 0.75 3923. 260. 0.0 0.0 0.0 0.0 1.5' SHEAR &.TORSION MAXIMUM SPACING= 8. MARK SIZE LGTH DESIGN REQUIREMENTS STRAND MILD MuFur BOTT TOP STIRRUPS Mw Vw Tw TOP LOC PIPT STEEL FT-K RED REO BR 60 EMARK SHAPE Mu Vu Tu BOTT LOC PIPB FUR FUR D510 18.X 31.25 39.- 3. 288 2.35 3.92 5.AT 7. 5.AT 8. THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 40.0 31.25 17.10 14.15 2943.8 3557.9 6623.2 50341.9 4000. 144. 5.49 4.AT 7. 700. 75. 48. (11.6.3 ) C ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 13.21 2660.4 5621.1 3631.3 47982.9 4.5107 0.4733 JOIST BEARING NONE DISTANCE ALONG BEAM 7.06 8.63 10.20 4.AT 8. 3.AT 8. 3.AT 8. CAMBER W/ END SUP. = -1.1 CAMBER W/ .1L SUP. = 0.1 CAMBER W/ .2L SUP. = 0.6 00=CTOCCOCh CVCTVMC Thir MTAMT 11.77 3.AT 8. FLAGS 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 USE NEW SECTION 13.34 3.AT 8. 4= VS>4*SORT(FPCT)*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE 5 AT 6. 0.70 2#6 TO8 840. 2077. 983. 5.AT 6.( 2) 99.7 5 AT 2. 0.70 2119. 766. 5.AT 7.( 7) 122.5 3.AT 8.REST 72.6 14.91 3.AT 8. 16.48 3.AT 8. VUFUR FLAGS RECEIVEDRECEIVED DEC 0 2 1993 NOV 2 2 1993 ' 0116112"1"cfatsE cousauatou Co. JOB NO. 5574 PRECAST WDL 156.0 COMPOSITE TOWDL 742.0 CRACKED SECTION PROPERTIES FLG TH FPS 4.00 270000. SHEAR °o TORSION MAXIMUM SPACING =10. MARK SIZE EMARK SHAPE M700 24.X 29.25 284 L 2.19 2.40 5.AT 6. 5.AT 7. AREA HT 156.0 6.50 33 . (_l B THT DIA POL 1/2 HS 0.25 YBSB YTSB • YBCB YTCB 29.25 14.69 14.56 * * * * * * * * * * * * * * * ** * * * * * * * * * * ** * * * * * * * * ** . . LGTH DESIGN REQUIREMENTS Mw. Vw Tw Mu Vu Tu 2.61 5.AT 9. ZSBB ZSBT I 169.0 169.0 549.3 ZCBB ZCBT ZST ICB (] 3366.9 3396.9 6039.0 49458. 7 CAMBER W/ END SUP. = 0.0 CAMBER W/ .1L SUP. = 0.0 CAMBER W/ .2L SUP. = 0.0 FPC 6000. FPCT 4000. DENP 144. DENT 144. C ZSBBCR ZSBTCR ZCBTCR ICR 12000 /ZSBBCR ZSBBCR /ZSBTCR 13.11 2779.2 4653.3 3421.2 44854.4 4.3178 0.5973 AS P A STPER EU ES FPCIE 0.612 86.9 1.44 0.047 0.25 0.25 1272. JOIST BEARING ONE SIDE STRAND TOP LOC PIPT BOTT LOC PIPB 9.- 0. 2 AT 4. 0.70 100. 105. 101. 2 AT 2. ,0.70 (11.6.3 ) DISTANCE ALONG BEAM 2.82 3.03 3.24 3.45 4.AT 8. 4.AT 10. 3.AT 9. 3.AT 9. Pg1=CTPCCCFfl CVCTCMC TM . MTAMT , CIA FLAGS 1= MIN AREA STEEL 11.5.5.3 2= MAXIMUM VU 11.5.6.8 3= USE NEW SECTION MILD MuFur BOTT STEEL FT -K REQ FUR 3.66 3.AT 9. FSU OFFSETS 265. 0.0 0.0 0.0 0.0 1.52 TOP REQ FUR 4= VS.4 *SQRT(FPCT) *B *D 5= MAX VU S =D /2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE 3.87 3.AT 9. STIRRUPS GR 60 VUFUR FLAGS 311. 284. 170. 5.AT 6.( 4) 107.8 687. 430. 3.AT 9.REST 43.2 4:08 3.AT 9. RECEIVED RECEIVED DEC 0 2. 1993 NOV 221993 OUSE cotravatom co. aim comma= 0. FOS • JOB NO. 5574 PRECAST WDL AREA HT YBSB YTSB ZSBB ZSBT 1 FPC DENP 156.0 156.0 6.50 3.25 3.25 169.0 169.0 549.3 6000. 144. COMPOSITE TOWDL 8 THT YBCB YTCB ZCBB ZCBT ZST ICB FPCT DENT 802.0 48.0 29.25 15.59 13.66 3635.8 4151.8 6234.4 56696.2 4000. 144. CRACKED SECTION PROPERTIES C ZSBBCR ZSBTCR ZCBTCR ICR 12000/ZSBBCR ZSBBCR/ZSBTCR 11.98 2915.3 4674.2 4204.3 50355.1 4.1163 0.6237 _ FLG TH FPS DIA POL AS A STPER EU ES FPCIE 4.00 27000b. 1/2 H5 0.25 1.684 238.8 3.73 0.086 0.34 0.34 3757. SHEAR &.TORSION MAXIMUM SPACING=10. MARK SIZE LGTH DESIGN REQUIREMENTS Mw Vw Tw EMARK SHAPE Mu Vu Tu M701 24.X 29.25 39.- 2. 285 2.19 5.AT 4. 3.77 3.AT '" **************** FLAGS * **************** JOIST BEARING 1= MIN AREA STEEL 11.5.5.3 * * ONE SIDE 2= MAXIMUM VU 11.5.6.8 * * 3= USE NEW SECTION ******** * * ******** 5.35 5.AT 6. 155. 101. (11.6.3 ) DISTANCE ALONG BEAM 6.93 8.51 10.09 5.AT 8. 5.AT 10. 4.AT 10. 5 AT 4. 0.70 2#9 TOS 1079. 6 AT 2. 0.70 2#6 @ 3 11.68 3. AT 9. CAMBER W/ END SUP. = -4.6 CAMBER W/ .1L SUP. = -1.2 CAMBER W/ .2L SUP. = 0.4 13.26 3.AT 9. FSU OFFSETS FOS 260. 0.0 0.0 0.0 0.0 1.52 4= VS>4*SQRT(FPCT)*B*D 5= MAX VU S=D/2 11.5.4.3 6= VH CONTROLS 17.5.4.3 7= ULT. MOMENT LIMITED BY CONCRETE STRAND MILD MuFur BOTT TOP STIRRUPS TOP LOC PIPT STEEL FT-I( REG REQ BR 60 BOTT LOC PIPB FUR FUR 2505. 1562. 5.AT 4.( 7) 173.8 2029. 1065. 5.AT 8.( 5) 111.1 3.AT 9.REST 87.5 14.84 3.AT 9. 16.42 3.AT 9. VUFUR FLAGS RECEIVED RECEIVED DEC 0 2 1993 NOV 2 2 1993 aiASE CONSalia CC/. mu comas:cm co. y(i it H .�e 1, ! REVISION REQUESTED BY 1 DgSCRIPTION: PRESTRESSED' SYSTEMS, IND. REVISION REVISION NO. 1 REVISED BY DATE 12- -J3 4 ■ Y■ G: i ■ ■ ■ 4NIE EWER= NI II 111%111 IIIMTIM ■■■■ ammo MIMI • III II • WPM • • { atelg��rk{ el( I I / 1444 1`! ■ li#}St1 ....1 I.... e: .1 1�1 144. li { 4141:: {, I M PRODUCTION NGINEERING I ainil s 1 1 W �i I F.. 1 I• . * t-• * t•:1 Cr; G) 1 `* :j'lrii (: a : ray *. ' * * * * * * * 1 ! i I 1 1- 1 :: I. I I I 1 1 I I I i t I 1 1 r i t * 4c t•= t t,3 : •ti • 1 Ci9 1 .;•• 1 ••••' ! t"•: i Cr * ? ; ;;,k ; ,k * * *•-* * * * r f:!' • I i' k' :'' ! I F t 1 0 1 :JO 1 0 (. 0 : I ' 1 I * +kj * * * * * * G '3, ! CO- _ t Ca t C'3 f : LE1 t 'Cri i •CR 1 111 r'a -4• 0 :: 0 1 0 1 *. *'* *; * -* * *.`, "*: * * * *. * * *n G tr. 1 1' I *;1. :" .. * Z m > 1 ' 1 I 1' I > * m Cl1 -1 I F ► M*1 P w t t-• ., i"•', 1 * , xi * n t-' m *V * **. * * * * *. *l 4'' *••.'z 1 t t I ,' I Y.) I C'3, t C+3 ' i CO : 1 t-? * lb * =.d. 1 N1 i t `l *,►4!• I 1,0 l •w ;1 a-• I '-•1 * lit 13 •* • ' t+1 1 w • t 'ci ' 4 j t t ' 4 , i ,, t 1 • 4 •) i i i t ) : *I I . : 1 t i * * 4 ` *, *' * * *, .1* ; * * * * *;:•* * ' l ? rn t 1 ;1',1 t t r' I I rf �.;! I �1 0) 1� 1 c, 1 t t l ily k s 1 i �' 1 ( C 1' 1 4, 1 1 1 1, ,, ' i � �t t ;"trf * 1 t l t- i. O ' i'P! t ,l t t . ''; ck " 17 rr *I: 11) , t f . t ' q ' { I t a4 P. y ' A �' T '. * i ( t {j T ` " yk4 ` ' r' * I li 1 1 t, \ i \ � ivt,i'+' , I �i' I �} w C * , a t 1 f {,f., I I . ' ' 1 • ••* ( r• 1 , °►-' `f. . t E:. I .t..*.. I t-•. I 01 1 01 1 Y.Crt m 1 01 t C'1 i 01. * * * ' * : * . * * ', * 1 1 t I : I 1 • 1 1 :i ' I 1, I 1 1 •' f t 1 0'i W x Crt * 'i N 0't G3 k (-9 * * * * • 1 Cr* n C "3 i-+ * * t�. Crt C'3 CR zl 0 -1 i13 -1 m m r * ' r 1 i +f t ta! 1 t?;t !r t• -` 1 0' :: 1 t,. '1 1-4 • 1 03 * C * [7 °L'3 * * :44; * *' *' * * * - 4 * * "rl f *Cl' - r *C7 — 1 i 1 'v' 1 0 �' * C3 H: * * ; * * * > k * •* * CR t31 G3 • t C'3 ..1 C'3 * 1 }k - ' Z 01 i 111 ATV *1= lay,A 01 *!u 1. tyt 1 y 11 • yt; ii * '4;1'1 '.-•• * I s *.1 : • CO T f ' -' * , ,t, m * f r--�• A i wrtl *'gy *_* * ^ N * , *: *: * * * * *:• *, * * *' 1• : ,: 1 1 * '+ z * Uf z C 0 Z TAREA HT 96; 5 16. 00 • ::.SHEAR - 6000. SHORED DEPRESSED` -: , NCt 30IST AT S '.= #1 4.00 INCH SLAB , FtG. TF f2ANEFDRME1 _ WD'L PRECAST 94:. t MPOSIT . TOWD:L 405. 1 EM 2.69 GAP 1, RIITYS- 3. oitJ <` =` 1 2 STRAND tor.: EE - " __ - E4. 1.86..5'. CAF Q`AT.."'' 3.0?t .Y � AT l 0 AT 3.00 fl 0 AT. FOR SPAN OF - 26.50- FEET . 3 PRESTRESSED SYSTEMS IND. MIAMI FL. 2/89 JOB NO. 5574 MARK NO 17 J - ..8. 13 P8 14.91 P.. 65106.. 1 - .00 AT 9.00 - 00 . AT 7.00 YT SLR 7.81 YPT = SPB 4.84 573.1 WPSF ATEN 6 .0 .. 930. POL . PIP ROEP 0.5 0. 70 0. 0327 ERVICE,,.MOMEN,TDUE TD JOIST LOADING 0.094 .3L 4`L 5L .6L .7 L ..8 .9L 1. 0 0. 0. -1. -1. -1. 5. 7. 8. S. 8. 7. 5. 3. & a.TCE _MOMENT =DUE- TO SLAB LOADING 0.312 21,_' ;' .3L .4L .51 .6L .7 L .8 .9L O. -1. -3. -5. 26. 27. 26. i 3 . 1e. 10. ?ICE MOMENT DUE. TO SDL OF . 25. PSF LOADING .3L .4L 5 .6L .7 L r�L� .8 1. 1,: 0. -1. -1. -2. 1 . 14. 12. 9. R MOMENTDUE TO LLD OF 50 PSF 3L 4 -- .5L _ ST I 2051.7 SPT ::;; I P 1763.6 8542.7 FIRE HR 1 262.7 -- FY 60000. ADDIT STEEL 0.440 9L 5. • AT 3.00 D D J 1. D D -3. • FY' 60t 00. LENGTH JOB 5574 MARK NO. t: 5) ULTIMATE SHEAR- a,, SERVICE MOMENT DUE. TO ADDI LFT 0.00 .t FT : a < ..#ZT !U _L ._.(FT) LOAD 550.0 : CPSF? D ..11_ .3L." 4L' 5L -1. -1. :7 it? 9. _ 8 _ - 7. ( 6) ULTIMATE _._SHEAR & SERVICE • MOMENT .DUE TO ADDI L �;: vt?-= :t F•1'• ?:: _. 044C•FT j LDAD 550.0 : C PSF:y - ^t C .55L Vu 24. 1114 • 14. • 4. 1. -1. 14. 19. 16. 13. 94. 100. MU 21. - 82. 109. 139. 148. TI ONAL 550 D T L�?L-D. 0.00 6L .7. L 1.:. -1. 5. ..__ ._ . T I ONAL 550 D TO LD -7.00 6L.7- L 1 `1. 11. 8. 137. 78. 117. ▪ 0 SLD • (FT ). 1..DLT.7.00 (FT) . 8 .9L D -1. O. -1. -1. 1 : . i SLILY: (FT) LDLT- t• 00 (FT) . 8 .. . 9L ._ _ . _ D • 5. • (1 T- f ) (FT -KIP 308557 1 - STRENGTH RVICEABILITY JOB 5574 MARK NO. HEAR REQUIREMENTS $;41F- :'41: .. _. SL' . 6L_ • • 0.11 ... 0.11 0.11 0.11 - 0.11 , . 0.11 0.11 HOR. REQ: NOT REQUIRED ACCORDING TO AC CODE PERFORMANCE SPAN DEFSL APPROX . 3 DEFT ME. REQUIRED - 74. 54., 1O s. MEiNT FURN I SHED -= BASED, .3L 4L ▪ 5L" . 6L 7L '0'4 10'b `= i 1: CY : : TO 8 6 C A ©F AC I= - 318 UNSHD DEFL MOMENT REQUIREMENTS ; (MU ( FT. -K.I P) :- .2 L .3L. 4L .5L .6L .7L 133._..:...ice_ 147. '137 117. _ OMEN `FURNISHED BY 3. STRANDS AND 1 U6 REBA _ 2L . 3L-- ..4L: • .5L . 6L :_'; . 7L : 8L- , 9.L 157. =1 3 DOES 1 1 E E T _THE - ST RENST-H CRI TER I A : 0E A 3 1 8 - 0 . 1 1 _ 0. It . 1 -7 • - MID LOC RED. 7.00 ' . 70 . 00567 .. . CAMBR FPCIM (RELEASE) 0.28 -- 208 9. 6.4 ..0182:' 8. GAP NO STR•_ 7.8 3 C FT 10,P_.: . 5L , . 6L ON ALL TENSION FBMDP 975. 0.11 FTPMDP I EFF . I 5227 C -L SHLD , 7. S END REBAR LOC 01 REQD - AREA - . 000 - MAX < , 1 1 • To: Building Official b 11/4/93 10050 N.E. 2nd Ave. Miami Shores, Florida 33138 I, the undersigned professional Engineer /Architect, registered in the state of Florida have been retained by the owners, S,a.R..4 S ' and Contractor, at t t0 1•i � of the property loaa " L� - ND A e i. 1 S - S �. to perform 511 the uties of a s pe d Ins pector, as defined in Section 305.3 of the south *Florida Building Code. This office will be responsible to the Building Official of Miami Shores Village for the inspection of.all the structural aspects of the. structure. Construction generated documents such as a pile log, concrete test reports, etc, will be preserved. I will submit signed and sealed inspection reports and pr ese reports indicating approved programs of the work and /or required corrections with necessary follow - ups reports indicating correction of all deficiencies and /or required corrections. Upon my determination'that the structure has been satisfactorily completed, I will submit to the Building Official of Miami Shores Village, my Certificate of Compliance stating that to the best of my knowledge and belief and professional judgement the work is in substantial accordance with the. Approved Plans and the South Florida Building Code. I understand that this Certificate is a prerequisite to final inspection by the Building Official for issuance of a Certificate of Occupancy b e Cit SPECIAL •:INSPECTOR AFFIDAVIT JINNI Ir Names David 0. Chalbeand, P.E. (Please Print ) Address: 3559 NOJ . 53 Skeet F Lauderi-dase� PL 33309 Telephon 1 5 77 SEAL: AIR TONER H HEATING SYSTEM H HOT WATER TYPE EFFICIENCY TONS T TYPE EFFICIENCY BTUIH T TYPE urvW ], a twat Netts . Bran SEER C Cenral a Heal Pump L Liecwc �],( lip, < EER IPLV l iz 65,000 Btuld COP D EER IPLV G woo trollied COP N EEN w Evapaatwaly pooled . PTAC E EER E . C Careers COP IPIV E GaslOil (circle one) H Omer G LIGHTING KW: 1 g a' 4' 1 AFUE G Duct R-valu : 4, z . 2 PRESCRIPTIVE MEASURES (Must be met or exceeded by all buildings.) COMPONENTS O O s s s I C� v s W 512251` N II I I REQUIREMENTS C CHECK Wtnduws _ _ Utsa.nwm of .37 dm put Lamar loot of opel:1111u sash crack. k k r s M Maumum ate 1 25 dm r � JornlslCracks T To be caulked. Oaskated. wuathersurpped or otherwise sealed. Reheat a amply au restricted to sat coldrhoi duck lelnperalwe to meet bad a worst case zone. Resistance reheat prot.atud Vemdation Supplmd with reaa4y accessible swatch lot Slat e11 dnWa vaunlu teducnon wtted yen tslaldel 4 001 fugue ea X X HVAC Edictency 1 1Ainutwm elIouncws•Huatutp. Tagus 5.4, 5.5 a 5.6 Cooling Tawas 5-7A. 5-76. 5-8 a 5.9 k k Transpotl Energy M Balancing P Provide means for balancing HVAC au system a water distribution system k k HVAC Controls S Separate readily accessible manual at automatic derrnoslat lot each system. x HVAC Oucls A Air dual, hdmys. mechanical ugwpnem and ptanum clambews shad bat nwcnameasy anacted. seated. mutated and dislaaud in accow;utw with me criteria al secaens 503.8, 503 9 and 503.10. Piping Insulation 5 503.11 I In accordance with Tam 5.10. Y Y Water Rearms 5 504.2 A Automatic dome storage water heaters 5120 gallons and gas a ad-fired storage wales healers + 76 000 Blwh shall meal Iwlormance minimums in Tame 5-11. Etecuc >120 pillions: standby loss s..30.27NT, G Swumm11g Polls 5 5042 S Spas a healed pools muss have augurs. Nmrcontnmrcwl peals must have penal tinter. th have f f� Hot Wale, Pipe 5 MOW Faxlutes 5 504.5 G Water now re8UIGhed to rnaunum of 3 gpm al 80 pstg. toduls maximum 3.5 gallon (lush. PuDI C lavatory where maaanum how 01 .5 gpm or .5 gauat d has sell-closing valve. t y � Lighting 5 505.1 M Minimum Ballast En.eacy Factors are listed e1 Tame 5.14. .. a•_ - � � CHAPTER a COMPUANCE• h 71: Building MBTUISF: �J� P COtdttturl8d MI. 11.: _______41 `t 00 H Compliance w with Chaplet 8 was demonstrated by a Prescriptive Measuies F Fwvww or pans lane spechlca.ans coveted by pw calculal4 uw.Caies pu _ / •n. 1 FORM 600 A -83 Non-Residential Buildings PROJECT NAME: POLO 64-1 Pyo4LDIN BP Q vlJI,f6as CITY ZIP CODE M L BUILDER: -(1• HA6S00141✓TQuC110 OMPb- t4 Y OWNER: e V NJ I V EG.E,1T Y ADDRESS: 1 LLS FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CHAPTER 8 • SIMPLIFIED ANNUAL ENERGY METHOD ADMINISTERED BY THE DEPARTMENT OF COMMUNITY AFFAIRS ALL CLIMATE ZONES ZONE BUILDING INFORMATION BUILDING CLASSIFICATION S • O t? t? 1 Ci; • J BUILDING PERMIT NO.: �►�✓ I $ a PERMITTING OFFICE 6 JURISDICTION NO.: jeUmostsp Z32(v00 TYPE Cuncreld (GUS) Wood !tame Murat home Insulation Rwalue REA 1221 TYPE RO . Fl EILING Undeh aa Single Assembly Other: Insulation Rwalue u t AREA TYPE Siatr uryrauu Raised Wood Heased commis Insulation Fl FLOORS u SYSTEMS INFORMATI D -141 AREA ?4o TYPE wu00 Meal Insulated 011141 DOORS u AREA 'E7. GLASS TYPE u Shnpte. wall Double, wall Single. tool Double, mot AREA 431 PRESCRIPTIVE MEASURES (Must be met or exceeded by all buildings.) COMPONENTS SECTION REQUIREMENTS CHECK Wtnduws 502 4 Maximum 01 .37 chit put linear loot W oputaWu sash u. C1i. �r X ' Dow s 502.4 M.r.tmwn oI 1.25 elm pet situate fool of door area JotusICrachs 502 4 503.3 To be caulked. 9astwlud, wuatrwtstepped or otherwise seated. Supply au restricted to set coldrhot dis temperature to meet toad o1 wost Case zone. Resistance reheat promo/tea }L % 'Iowa! venetalion 503.4 Suppled wan reau4y accessible %witch 101 shut-o9 ammo, volume reduction wren ventilation is not require°. Muwnum ethuuntses•Heatuig. Tables 5.4.5.5 6 5.6 Cooling • Taxes 5.7A. 6.76. 6-8 a 5.9 li4rturum of 8.0. X y X HVAC En,aency 503 4 Ttanspon Energy 503.5 Balancing 503.6 Provide means for balancing HVAC au system a water distribution system Separate Iuaddy accessible manual o automatic thermostat to each System. A )< HVAC Controls 603.7 HVAC Duels 503.8 503.9 503. t0 Au ducts. Innings. mechanical equipment and plenum chambers stall be mechanically attached. seated. insulated and instauud in accoraan* u with the criteria 0l sections 503.9.503.9 and 503.10. 1,13 Piping Insulation 503.11 504.2 In accordance with Tattle 5.10. Automatic (steam storage water heaters 5120 gallons aid gas & od•leed stoaae water Matins • 75 (100 Bluff shall meet oedotmance mina um►s in Table 5.11. Electric >120 gallons: slendby 10Ss 4 .30.27NT Gas >75.000. Otl el 06.000: E1.78, Standby loss 1,304.114NT. Gas Oil >155 000;11.76. standby toss 1.30.9 . Y X /^ J '1 i Water Heaters Swimming Pools d Spas 504.2 Spas a heated pools must have covers. Non- conuiwrpal pools must have pump Weer. Gas spa a pool dealers must nave minimum (fwrmai eh.ewncy of 78 %. . ..;"", M HO Water Pipe insulation 504.4 Piping twat toss a United to 17.5 Muth knuar tool of pipe lot tecueulateig systems Iwo Table 5-12): 7. ti ` L y Water Fixtures 504.5 Water B maximum restricted to maxi m o13 gpm al 80 psi(); toilets maximum 3.5 gallon hush. t � Public lavatory figure maximum (low of .5 glue or .5 gallon it has sell-closing valve. : ? F ' " � Lighting 505.1 Minimum Ballast E > `.�,�ee- . ' 11 � trir acY f aClali are Ms1ed m TGWU 5 14. x d. x� CHAPTER 8 COMPLIANCE: / ., q Budge! (ladle 8.0 i i.weey, eweuy WA ale u and pr math uw Flotilla Ears �/ . " r ` 1 ; PREPARED Uy tL./e!- ' �. -. .i �4 ' -._ 37/ Wilding M91U /SF: rOe2. Conditioned sq. II '. 14ra0 I Mosby R•AGENTm ors y „ . • • n - . , r - . Compliance with Chapter 8 was demonsualed melnOdOlOgy W by Dual CalCulalion. • 807.2 SupelmatkelS • 807.3 Restautaas • 807 4 Kitten by a Ptescf 1plive Measures • 809.2 Basic Features • 809 3 Dual Catculallon Halvah* 01 pens and speeaieawm coveted M Oki ca ta n. nacaios aarnp nc Flame Enema, Coax Bela a eonip4riia aw$ i ildup 4 ia( ti ii r a n,irceiaai 557 Glue. F 5 . .T.'...4 „ l ,f' . n £ ' t ' 41 g BUILDING F*C DATE 1 '� 8udgel FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CHAPTER 8 • SIMPLIFIED ANNUAL ENERGY METHOD FORM 8 006.113 ADMINISTERED BY THE DEPARTMENT OF COMMUNITY AFFAIRS Non-Residential Buildings ALL CLIMATE ZONES PROJECT NAME: PO■E2S PO1 O INCc ROOF/ EILING ZONE: S ADDRESS: P� P/L!! `j U N ■I L S I Ty GLASS BUILDING CLASSIFICATIONS : Of ICE s Ez CITY, ZIP CODE MIA M 1 I FL AREA BUILDING PERMIT NO.: MB 0 BUILDER: • C. • CIr1A.SE (�OtJSTP..ucTI 01.E CON P 141 PERMITTING OFFICE: I Ml 9HRJ OWNER: I LQ U 1∎AV ITT AREA JURISDICTION NO.: 2_32.. o 0 BUILDING INFORMATION W LLS ROOF/ EILING FLOORS 000RS GLASS TYPE U AREA TYPE U AREA TYPE U AREA TYPE U AREA TYPE U AREA Cum:Hite (CRS) wood name Metal handle insulation Rwalue , )q 24,2 Z 2 un.um attic Sinete Assembly Giber: Insulation R -value 51.nro yraaa Raised Wood Raised concrete Insulation R•alue _ 24o > 5 wow mrW insulated Caner Sutyw. well Double. wall Single. tool Uoubie. tool 1,13 44m .05 270gq .( 2 y( ' 3 AIL AIR CONDITIONER TYPE EFFICIENCY TONS wtwir • Real t•wy, e65.000 Ulu& SEER a0S.000 stunt ' O EER IPLV T06 Went Coulee EER IPLV Evelrotruvely Cooed EER PTAC EER Cheats COP IPLV Other: LIGHTING KW: 78,74 1 SYSTEMS INFORMATION HEATING SYSTEM TYPE Cwural 6 Heat Pump < 65.000 Shah 65.000 Btulh Waist cooled Evapwattvety coaled Eludnc Resistance Gas/Oil (circle tine) < 226.0001300.000 Bluth 2 225.0001300.000 Bluth EFFICIENCY BTU 111 HSPF COP COP COP COP X 877 0 0 AFUE E HOT WATER TYPE Etecuu Resistance QI Deo Heat Pump F U G Gas Natural LPG Oil bWU Other ❑ Duct II-value: 4,2_ D -41 UIN L Au I WSM • 1I Z622Z K 3 r0s7 t60 Ill 8 v-,6 2.1 r SC ' Al • SSM 173 !e.4. 70,3 -05$4-, 1 7 3 7 27 n-, ' 47 5 j %13 , , 119 63,-2. 787a .73 6St. Sz.z. zo4 g . . C E IF l FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION CHAPTER 8 -- SIMPLIFIED ANNUAL ENERGY METHOD ADMINISTERED •Y THE DEPARTMENT OF COMMUNITY AFFAIRS 1 ENERGY CONSUMING ELEMENTS j ra.ti (A t WALLS CBI ROOF f CI RAISED FLOOR A INTERIOR WALLS GLASS SOLAR GLASS CONDUCTION OUTSIDE AIR OR. E (GE PEOPLE HEAT C H [ LIGHTING HEAT WINTER U• r AREA t MTR r MBTU ) 111111 26 zz-L GLI1L 1211111 MEI -I.6 . 6 0 + ( Ur • At 1 RWM , o5 2 20 t O —0.5 + ( Ut ` At �FWML 0.z. 1 163 - -1 - y 11 J , s c , 13 .13 .73 .73 ■ As 13 724 ►103 b S� 3z. 3 Il SWM 4.S 19.6 5s - [03 Q015S 5684 + Uo ` A• ' CWML CFM U YWM x 1. —i.i — + At I PWML V 44 c o . j z300 ( BHP tMWMt ! 1 : t 800 A•93 ( SPRING AND FALL ) U• $ AREA € MTR T MBTU A• WSFM' ( u• A• 1 RSF1 , sc A. • ssFM= U a Al CSFM` CFM •YSFU2 • C YATTSiLSFMt + Al IPSFML + + BHP IMSFM_I + + + SUMMER AREA ' MTR ' MBTU Av RSM` ,c) /Sato [z3.4 25$4 ' { At { FSM o- Ut L 1t3� 1 � 1512 , U s 1113 • As 4 .381 cum ` 1570q ( At r PSM A 414 1 5.q I i + A LSMT 740 S.221 4U O'z3 + (KI WINTER SUBTOTAL 11 START -UP HEAT (MI SUBTOTALS Of (NI HEAT /COOL SYS. MTR1 (PI SEASONAL SUBTOTALS ) Q ENERGY SUMMARY LIGHTING RAW ENERGY WATER HEATING HVAC MOTOR RAW ENERGY RI TOTAL MBTU (4ci DEVICE COOLING TWA PUMPS ANUS - VAY ANUS - CV OTNEA 1 l At # SUH ' 1 ((40o 1 co•y 12o7°O LRE PARE 34bro Et ( H 1 20 7 00 x SI FLOOR AREA Al 41 400 (sM1 Oft-f) (c1 8728 ( odd add Heat (HI (HS MI , choose Cool .ur. (c1 (ski' Cool .j. (c1 1 'U3*7) (cSMI o.34) (c14874Sb) MO 6 WATTS 137 ((0 HW O BUHW$ At 1 1 44400 BHP + MBTU a 3 TOTAL MB TU S I"1 3Z2 MBTU 7 g CO Z�1 koo 11 3i 0 3i1 49O ) T 'DESIGN ENERGY 310,2 add toget(>tier C5q '44-o CRI TOTAL MBTU 1 ?13'L ( ENERGY BUDGET -Table 8.1 37 0 1 Date 4 -13 -94 Job Address 03t,P,e y h All ve,eS/y Tax Folio //2/36 Od 40 7 Legal Description PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Owner / Lessee / Tenant nA y Ujw V1c2S Owner's Address / &J L.s 3i(...G00/Ahi Contracting Co. COAMtt - L /i(/k Qualifier 70/) J)A1GCGNEEP/ SS# Phone (3o.) 938 State #0000246 Municipal # Competency #924CEC-3134'Ins.Co. Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION /NSMGL V6/C04T4 CA,&O (Ai4 q0 oar Square Ft. Estimated Cost(value)1 WARNING TO OWNER: YOU MUST REC A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO D9 SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a Permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. Signature of owner ;, r'• /o Date: Notary as totJOwner a My Commission Expires: do President d /or Condo President * Address 4 /✓ ApiEeL4J? A 4/ Signature Date: &t41 Notary as to My Commissio * * Master Permit #658� / Phone tractor or Owner- Builder /r" V . !418 AL BARBARA ANN FUGAZZI 2 j * COMMISSION NUMBER ( Sr CC360191 MY CO MISSION EXP. OF Ft * MAR .- 29 198 ** * * * * * * * * FEES: PERMIT lowtr RADON C.C.F. NOTARY APPROVED: Fire Other Zoning Building Electrical Mechanical Plumbing Engineering TOTAL DUE ** PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date 4 Job Address 1/300 Ne 2' Tax Folio Legal Description 3 fb Owner / Lessee / Tenant SaAey £v/ v'O,¢s i iy Master Permit ## 057 �9 Owner's Address / 736 t 7 Ale Z 6. Phone Contracting Co. e0WAL- L /4/e Address � .C,,a S /1 PowCgt'A"C /eb. 44 " Qualifier T ©DD DAuG 'fry ss# Phone 0305 938.997 State # ET•000c244 Municipal # Competency # 92- CCEC Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION - /s7 ‘. 7E4.64 o,v A - 0D L)+1 as LETS ;3 „,,..„...7,ar Square Ft. Estimated Cost(value)/'2, DO® WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLYING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. LiWZ Signature of owner and /or Condo President Signature Date: Date: Notary as to Owner and /or Condo President My Commission Expires: * * * Notary M Co * * tractor or Owner-Builder a `�, 0` ,0 .0 Pv OFMCIAL NOTARY SEAL ` i s tPN u ' pireC401281 MY COMMISSION EXP. AUG. 17,1998 * * * Builder ** FEES: PERMIT 4 RADON c.c.. ` NOTARY P' TOTAL DUE ) 111i 045 APPROVED: Fire Other I Zoning Building Electrical Ct Mechanical Plumbing Engineering PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date 8/17/94 Job Address 11300 N.E. 2 Ave. Tax Folio 11 213600 00407 Legal Description Suppp1 mi ental Owner / Lessee / Tenant Barry University /Powers Bldg. Master Permit i� 35333 Owner's Address 11300 N.E. 2 Ave. Phone Contracting Co. Douglas Orr Plumbing. Inc. Address 301 F1ag1Pr Drive, Miami Qualifier Douglas Orr SS# Phone RR7 -16R7 State # 021452 Municipal # Competency # 0017463 Ins.Co. R /7 /Q5 Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL ELUMBING) MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION add (1) 2" and (1) 4" backflow preventer Square Ft. Estimated Cost(value) $2500.00 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE'', FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL, WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. i;) Zoning Buildin Mechanical Plumbin Signature of owner and /or Condo President Signature Contractor or Owner- Builder Date: Date: 07/Ty Notary as to Owner and /or Condo President Notary as t c'ontra.6 r la_ weer- Builder My Commission Expires: M► Commissi� i n � �� ptgsl=�ICIAL N®TARY SEAL E �.,,, . . D ETNA P F�i� g F, * COMAAISSIt N NU ER en �'�"`;�j CC3 3Fi7 �b *Y CCM ION O C 790 FEES: PERMIT - Y 1' RADON C.C.F. NOTARY TOTAL DUE APPROVED: Fire Other S rgs fd ** Electrical Engineering METROPOLITAN DADE COUNTY, FLORIDA METROOADE Mr. Rick Herrera, P.E. Miami Dade Water & Sewer Department 3575 South LeJeune Road Miami, FL 33146 Dear Mr. Herrera: VEA:ims cc: Frank Lubian Freddy Ulloa 006239 July 18, 1994 Sincerely, RE: Sewer Connection Approval For: Barry University Powers Building 11300 N.E. 2nd Avenue North Miami, Florida ERM ENVIRONMENTAL RESOURCES MANAGEMENT WATER AND SEWER DIVISION 33 S.W. 2nd AVENUE SUITE 500 MIAMI, FLORIDA 33130 -1540 (305) 372 -6500 This Department is in receipt of documentation demonstrating that the sewer connection for the above referenced project was approved at the time the building permit for said project was issued. Inasmuch as said building permit (No. 34797) was approved and issued on August 23, 1993, it predates the effective date (September 8, 1993) of the First Partial Consent Decree (Case No. 93 -1109 CIV- MORENO) between Metropolitan Dade County and the United States of America. Accordingly, a Sewer Service Capacity Certification letter is not required. By copy of this letter we are advising the appropriate building official of our Department's determination. Should you have any further questions regarding this matter, please contact the Water and Sewer Division at 372 -6524. Vi ente E. Arrebola, P.E. Chef, Water & Sewer Division Environmental Resources Management 10/15/93 11:40 27305 375 3089 MIAMi -DADE WATER AND SEWER AUTHORITY DEPARTMENT VERIFICATION FORM *******+* t*****+ r** x****** t**+* ***** * * *+* * * *** ** ** * + 4 .* **a *** *b ATLAS PAGE: INV #: OAR #: DATE:61 q 3 NAME OF OWNER; MAILING ADDRESS: PROPERTY ADDRESS: 1 PLAN REVI OMMENTS: ks_o TYPE OF USAGE /NUMBER � �ITS: �] _,�* 1 PROPERTY LEGAL DESCRI .m, : ?4+� C,re: \\Laa0 This is to certify that the comp - y indicated above (Ce' will) have a inch water Main abutting the above subject legally described property. W are willing to sere . ub act property, (If will have -upon proper conveyance and • Iacement into sere e of water facilities b the devel ee under agreement with.Zi1e company subject to pr. ibiti '. s or restrictions of gov rnmental kailificifShaving jurisdiction overmatters ithdra 7 I. rEi:Isi r.•, RESENT E .PRINT NAME AND TITLE 1 ). f_ 'c c,... l¢J This is to certify that the company indicated above oe /will) have a fAziu sb rt i abutting the above subject legally described property, We are willin® to serve the subject property (if will have -upon proper conveyance and placement into service of sewer facilities by the developer under agreement with the company indicated above) subject to prohibitions or restrictions of governmental agencies having jurisdiction • over ma' = sewer disposal. Furtherm=, approval of all sewage flows into the Department's system must be •�i 1� o .R,M. The a ici lied daily water and /or sewage flow for thls project will be AjO , kiJ c If the utility is unable to state that a gravity sewer main exists adjacent to the proposed building site, the applicant must have the following completed by Dade County Department of Environmental Resources Management. TYPE OF EXTENSION 1. L.S. 2. GRAVITY EXTENSION: SERIAL #: _ DATE: STATE APPROVAL #: APPROVED: DATED: (SIGNATURE) 110.01.2a 2183 & F.M. 10/15/93 11:40 $305 375 3089 MIAMI -DADE WATER AND SEWER AUTHORITY DEPARTMENT VERIFICATION FORM * * * * * * * * * * * * * * * * * * * i, * * * * * 311` * * * * * i * * * * * * * * * i * * + * * * * * * * * + * * * * * * * * * * * * * * * ATLAS PAGE: INV #: OAR #: DATE:— 3 PROPERTY ADDRESS: TYPE OF USAGE /NUMBER PROPERTY LEGAL DESCRI PLAN REVI "COMMENTS: 11O.01.2a 2193 P;pr3A Aop_00 NE 1.! MAILING ADDRESS: ir ITS: _ 3fo..C�' . SLOE$ JtLbtA.‘16• Thts Is to certify that the comp . y indicated above (.oe /will) have a 1 inch water main abutting the above subject legaily described property. W are willing to sere -. •Q , , ub ect property, (If will have -upon proper conveyance and •Iacement into sery e of water facilities b the devel er uRle P e r agreement wit company v subject to pr• ibiti s or restrictions of gov - rnmentai @n fs having jurisdiction over'matters A 1, ithdra / fir' � w - r��.•;r / r" i ; �: RESENT E .P NAME AND TITLE L E-- l _. This is to certify that the company indicated above oe /will) have a oft sb abutting the above subject legally described property, We are willing serve the subject property (if will have -upon proper conveyance and placement into service of sewer facilities by the developer under agreement with the company indicated above) subject to prohibitions or restrictions of governmental agencies having jurisdiction • over ma l = sewer disposal. Furtherm *f, approval of all sewage flows into the Department's system must . be •._i o : .R.M. The a icis ed daily water and /or sewage flow for this project will be £X) , / C c i1 the utility is unable to state that a gravity sewer main exists adjacent to the proposed building site, the applicant must have the following completed by Dade County Department of Environmental Resources Management. TYPE OF EXTENSION 1. L.S. 2. GRAVITY EXTENSION: SERIAL #}' DATE. STATE APPROVAL #: APPROVED: DATED: (SIGNATURE) &FM 101002 10/15/93 11:40 MIAMI -DADE WATER AND SEWER AUTHORITY DEPARTMENT VERIFICATION FORM * * * ** ** ** * *** *,k * *+ *** lei•*** ** * +*** * * *+k + + ; + +* * * * # + t•ft *deft * *** * * ATLAS PAGE: INV #: OAR #: DATE: 1 NAME OF OWNER- PAPNO MAILING ADDRESS: PROPERTY ADDRESS: 1 TYPE OF USAGE /NUMBER PROPERTY LEGAL DESCRI This is to certify that the comp- y indicated above t: • - /will) have a Inch water main abutting the above subject legally described property. W are willing to sery . b'ect property, (If will have -upon proper conveyance and - Iacement into sery e of water facilities b the devel er urn Idr agreement wall.tile company •v "Subject to pr ► ibiti s or restrictions of gov rnmental ny i s having jurisdiction overmatters �j,�. ithdra� rl. �L., t' , .t! .5, - j,,; 1 - 1 ' n • . • '' '' RESENT E P INT NAME AND TITLE k t7.cHr – e___I — Z;Eif - ___ 1 G1 --. cS e...____ PLAN REVI OMMENTS: This is to certify that the company indicated above oe /will) have a . ALU i , st3 er maim abutting the above subject legally described property, We are willing serve the subject property (if will have - upon proper conveyance and placement into service of sewer facilities by the developer under agreement with the company indicated above) subject to prohibitions or restrictions of governmental agencies having jurisdiction over m . = - - sewer disposal. Furtherrn f approval of all sewage flows into the Department's system must , be •,1 r o .jam .R.M. The a icl ed daily water and /or sewage flow for this project will be ion pp... 110.01.28 21c V305 375 3089 ) A io ITS: " BG,PC CI rg.prro a_uE- ''Vt'i...b31)6 TYPE OF EXTENSION 1. L.S. & F.M. 2. GRAVITY EXTENSION' . SERIAL #: _ DATE: STATE APPROVAL #: APPROVED: DATED: (SIGNATURE) 41002 If the utility is unable to state that a gravity sewer main exists adjacent to the proposed building site, the applicant must have the following completed by Dade County Department of Environmental Resources Management. 10/15/93 11:40 tt305 375 3089 MIAMI -DADE WATER AND SEWER AUTHORITY DEPARTMENT VERIFICATION FORM * * ♦ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 ' b * * * * * * • * * * * * * *'* * * * ATLAS PAGE: INV #: OAR #: DATE:612 NAME OF OWNER PROPERTY ADDRESS: 1 TYPE OF USAGE /NUMBER PROPERTY LEGAL DESCRI PLAN REVI ^'COMMENTS' MAILING ADDRESS: 110.01.24. 2/113 !as: 3 ,pC a - �5 41..0 1 This Is to certify that the comp - y Indicated above oe /will) have a _1 Inch water main abutting the above subject legally described property. W - are willing to sery . ub'sot property, (!f will have -upon proper conveyance and • Iacement Into sere e of water facilities b the devel er agreement with�,i�e •v,� f subjectto pr ibiti , s or restrictions of gov rnmental Inc €s having jurisdiction overYnatters ithdra I . J/II I%:_ /j / eirsni _ 1 1GC ne =� ■ 11rL,f 42;/. , RESENT E .PRINT NA0IE.AND TITLE This is to certify that the company indicated above oe /will) have aftIV - " : :1 e m= i abutting the above subject legally described property, We are willing to serve the subject property (It will have -upon proper conveyance and placement into service of sewer facilities by the developer under agreement with the company indicated above) subject to prohibitions or restrictions of governmental agencies having jurisdiction over m. ' = sewer disposal. Furtherm approval of all sewage flows into the Department's system must , be •,mo o �..R.M. The a ici/ ed daily water and /or sewage flow for this project will be /EJt /� c If the utility is unable to state that a gravity sewer main exists adjacent to the proposed building site, the applicant must have the following completed by Dade County Department of Environmental Resources Management. TYPE OF EXTENSION 1. L.S. 2. GRAVITY EXTENSION: SERIAL 4: _ DATE: STATE APPROVAL #: & F.M. 0 APPROVED: DATED: (SIGNATURE) 410 ‘ MESSAGE CONF I RMAT I ON ID:MSV DATE TIME TX-TIME DISTANT STATION ID MODE i PAGES RESULT 06/17 10:12 00'38" 305 899 3054 03-8 001 OK MESSAGE COtAF 1 RMAT 1 ON DATE:06/17/93 TIME:15:31 ID: MS') DATE TIME Th-TIME DISTANT STATION ID MODE PAGES RESULT 06/1? 15:30 00'29 " 6697699 03-S 001 OK MESSAGE C:OHF I RMAT I ON DATE: 06/17/93 TIME:10:13 DATE:06/17/93 TIME:14:13 ID:MSV DATE TIME TX-TIME DISTANT STATION ID MODE PAGES RESULT 06/17 14:11 01'41" 03-5 003 OK .1 June 10, 1993 HARRY UNIVERSITY TO: Frank Lubien Miami Shores Village Building and Zoning FROM: Freddy Woe SUBJECT: WASA letter As per our conversation. please address letter to: FAX 305 - 899 -3054 PAGE 01 BARRY UNIVERSITY Associate Vice President for Facilities Management MEMORANDUM 756 -8972 FU js Eliseo Daubar, Jr. New Business Representative Utilities Development Division Miami Dade Water and Sewer Authority Department P.O. Box 330318 Miami, FL 33233 -0316 The letter can be faxed to him at 305 -689 -7899. Please also fax me a copy at 305 -$99 -3054. Frank, I appreciate all your help. I'll touch base with you next week regarding the structural review. • 1. Dear Mr. Dauber; Sincerely, ..q 1/11:61 Frank LuBien, Director Building & Zoning FL: jc BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE (305) 795 -2204 FAX (305) 756-8972 Eliseo Dauber, Jr New Business Representative Utilities Development Division Miami Dade Water and Sewer Authority Department P. 0. Box 330316 Miami, Florida 33233 -0316 June 17, 1993 This letter is to verify that Barry University is proceeding with plans to construct two classrooms and office building in the immediate future. Barry University presented these two buildings to Miami. Shores Village for approval with the stipulation that these buildings were required to alleviate the overcrowding in the present facilities. The plans were approved by the Planning & Zoning Board and the Village Council with this stipulation in mind. If T may be of further assistance, please do not hesitate to call. June 10, 1993 BARRY UNIVERSITY TO: Frank Lubien Miami Shores Village Building and Zoning FROM: Freddy UIIoa SUBJECT: WASA letter BARRY UNIVERSITY Associate Vice President for Facilities Management MEMORANDUM 788-8972 As per our conversation, please address letter to: FAX 305 - 899 - 3054 PAGE 01 FU:js Eliseo Dauber, Jr. New Business Representative Utilities Development Division Miami Dade Water and Sewer Authority Department P.O. Box 330316 Miami, FL 33233 -0316 The letter can be faxed to him at 305 - 889 -7699. Please also fax me a copy at 305- 899 -3054. Frank, I appreciate all your help. I'll touch base with you next week regarding the structural review. METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE DATE: JUNE 25, 1993 TO: ALL MUNICIPALITIES FROM: ANTHONY J. CLEMENTE ASSISTANT COUNT AGER SUBJECT: SEVER SETTLEMENT AGREEMENT A meeting to update the municipalities on the current status of negotiations between Dade County, the State of Florida and the Federal government pertaining to sewer system capacity is scheduled for Thursday, August 5, 1993 at 10:00 A.M. in Room 18 -2 of the Stephen P. Clark Center, 111 N.W. 1st Street. M ETRO -DADE CENTER OFFICE OF COUNTY MANAGER SUITE 2910 111 N.W. 1st STREET MIAMI, FLORIDA 33128 -1994 (305) 375 -5311 METROPOLITAN DADE COUNTY, FLORIDA METRODADE June 22, 1993 Dear Mr. Clemente: CERTIFIED MAIL P 273 924 858 RETURN RECEIPT REQUESTED Mr. Anthony J. Clemente, Director Miami -Dade Water and Sewer Authority Department 3575 S. LeJeune Road Miami, FL 33146 RE: Sanitary Sewer Connection Restrictions ERM ENVIRONMENTAL RESOURCES MANAGEMENT 33 S.W. 2nd AVENUE MIAMI, FLORIDA 33130 -1540 (305) 372 -8789 Over the last several months, State and County officials have conducted an exhaustive evaluation of the sanitary sewer system serving Dade County. The findings indicate that in general, significant portions of the sewer collection and transmission system are not capable of conveying peak flows. Furthermore, it has been determined that the regional sewer treatment system serving Dade County is operating above its permitted capacity. This situation frequently results in overflows and discharges of raw sewage to the ground and waters of the County, which in turn constitute a nuisance (Section 24- 3(42)(b) and (c) of the Code), sanitary nuisance conditions (Section 24- 3(58)) and a threat to the public health, safety and welfare. Inasmuch as additional, unrestricted connections to the sanitary sewer system could exacerbate these conditions, it has been determined that no further connections can be approved unless and until it can be demonstrated to this Department that adequate transmission and treatment capacity will be available at the point in time when the connection will be contributing sewage to the system. However, in cases where a nuisance or sanitary nuisance condition exists, a connection may be allowed if in the judgement of the Director of the Department of Environmental Resources Management, or his designee, a more unhealthy condition or an immediate public health threat will result or continue to exist by prohibiting said connection. Accordingly, please be advised that, pursuant to the power and authority granted to me under the provisions of Sections 24 -55, 24 -14, 24- 26(1)(a),(f) and (g) and (3), and 24 -37(2) of the Code of Metropolitan Dade County, Florida, I am hereby ordering you not to approve or grant new sanitary sewer service connections unless and until said sewer service connections have received the prior written approval of the Director of the Department of Environmental Resources Management, or his designee. By copy of this correspondence we are notifying the building officials of the municipality or municipalities served by your utility of these restrictions. These restrictions will remain in, effect until further written notice. However, please be advised that this order may be modified or superseded as the result of ongoing State and Federal enforcement actions. This order supersedes the Order of the Director of this Department dated January 27, 1993. The Department offers its assistance and cooperation if you or your staff need additional information regarding this matter. Please contact the Water and Sewer Division of DERM at 372 -6500 for any assistance you may need. Your cooperation and understanding are greatly appreciated. Sincerely, d a o hn W. Renfro irector de County Department of Environmental Resources Management Enclosure JWR:VEA /rmg cc: Mr. Arthur Teele, Chairman Mr. Carlos Bonzon Mayor Barry Nelson Mr. Jaime A. Mitrani Mayor Xavier Suarez Mr. Santiago J. Ventura Mayor Spero C. Canton Mr. Frank Lubien Mayor Cathy McCann Mr. Felipe Oruna Mayor Matilde Aguirre Mr. Gerardo Salman Mayor Rafael Conte Ms. Robin Sobrino METROPOLITAN DADE COUNTY, FLORIDA METRODADE June 22, 1993 CERTIFIED MAIL P 273 924 858 RETURN RECEIPT REQUESTED Mr. Anthony J. Clemente, Director Miami -Dade Water and Sewer Authority Department 3575 S. LeJeune Road Miami, FL 33146 RE: Sanitary Sewer Connection Restrictions Dear Mr. Clemente: ERM ENVIRONMENTAL RESOURCES MANAGEMENT 33 S.W. 2nd AVENUE MIAMI, FLORIDA 33130 -1540 (305) 372 -6789 Over the last several months, State and County officials have conducted an exhaustive evaluation of the sanitary sewer system serving Dade County. The findings indicate that in general, significant portions of the sewer collection and transmission system are not capable of conveying peak flows. Furthermore, it has been determined that the regional sewer treatment system serving Dade County is operating above its permitted capacity. This situation frequently results in overflows and discharges of raw sewage to the ground and waters of the County, which in turn constitute a nuisance (Section 24- 3(42)(b) and (c) of the Code), sanitary nuisance conditions (Section 24- 3(58)) and a threat to the public health, safety and welfare. Inasmuch as additional, unrestricted connections to the sanitary sewer system could exacerbate these conditions, it has been determined that no further connections can be approved unless and until it can be demonstrated to this Department that adequate transmission and treatment capacity will be available at the point in time when the connection will be contributing sewage to the system. However, in cases where a nuisance or sanitary nuisance condition exists, a connection may be allowed if in the judgement of the Director of the Department of Environmental Resources Management, or his designee, a more unhealthy condition or an immediate public health threat will result or continue to exist by prohibiting said connection. Accordingly, please be advised that, pursuant to the power and authority granted to me under the provisions of Sections 24 -55, 24 -14, 24- 26(1)(a),(f) and (g) and (3), and 24 -37(2) of the Code of Metropolitan Dade County, Florida, I am hereby ordering you not to approve or grant new sanitary sewer service connections unless and until said sewer service connections have received the prior written approval of the Director of the Department of Environmental Resources Management, or his designee. By copy of this correspondence we are notifying the building officials of the municipality or municipalities served by your utility of these restrictions. These restrictions will remain in effect until further written notice. However, please be advised that this order may be modified or superseded as the result of ongoing State and Federal enforcement actions. This order supersedes the Order of the Director of this Department dated January 27, 1993. The Department offers its assistance and cooperation if you or your staff need additional information regarding this matter. Please contact the Water and Sewer Division of DERM at 372 -6500 for any assistance you may need. Your cooperation and understanding are greatly appreciated. Sincerely, W ' � John W. Renfro , E irector ade County Department of Environmental Resources Management Enclosure JWR:VEA /rmg cc: Mr. Arthur Teele, Chairman Mr. Carlos Bonzon Mayor Barry Nelson Mr. Jaime A. Mitrani Mayor Xavier Suarez Mr. Santiago J. Ventura Mayor Spero C. Canton Mr. Frank Lubien Mayor Cathy McCann Mr. Felipe Oruna Mayor Matilde Aguirre Mr. Gerardo Salman Mayor Rafael Conte Ms. Robin Sobrino IQ B DA a( POOL Go'� �� 41A�Z I�P pR� S P� , pL �^� a �,�us ��' _ tqo 141,11 t9sbaiD3 Sur►JUj DEPT. OF ENVIRONME! 2(t RESOURCES IvaANAGEr I.. T METROPO!.ITAN DADE COUNTY ENVIRONMENTAL S ONLY ED DATE: / J . - 1 3 TO: 1/lL FROM: FREDDY ULLOA Associate Vice President for Facilities Management Comments: M *B *R *S Note and Return No need to Return Please Discuss With Me For Your Signature For Your Information As You Requested For Your Comments to aL p P 141 C/--LL o O i, i2 S 1314 ) LO /4i ere Vice President for Business & Finance July 2, 1993 Frank Lubien Building and Zoning Director Miami Shores Village 10050 NE 2nd Avenue Miami Shores, Florida 33138 RE: Natural & Health Science Building Human Services Building Dear Frank: This is to state that Barry University agrees to remove any foundation work and restore the site to original condition if a building permit for either structure is not issued for some reason. If you have any questions Sincerely yours , n -' mothy . " iec Al Vice President for : THC /jas Barry University please call me. iness & Finance A Catholic International University 11300 NORTHEAST SECOND AVENUE MIAMI SHORES, FLORIDA 33161 -6695 Direct Number (305) 899 - 3050 Fax (305) 899 -3054 Switchboard (305) 899 -3000 ROBERT IL SWARTHOUT, INCORPORATED city planning consultants May 21, 1993 Mr. Frank Lubien Village of Miami Shores 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 SUBJECT: Concurrency Review of Two Barry University Buildings Dear Mr. Lubien: 400 South Dixie Highway, Suite 121 Boca Raton, Florida 33432 -6023 (407) 392 -5800 (305) 467 -5800 Attached is our review which shows that the applications meet the concurrency requirements of the code subject to staff review of the drainage plan. The total cost of the review is as follows: 9 hours RKSI planner @ $100/hr. Traffic study by Barton- Aschman TOTAL $900 $1,500 This exceeds the $600 deposit make by the University but this was understood by the applicant and Village as indicated in my memorandum of April 27, 1993. Sincerely yours, ROBERT K. SWARTHOUT, INCORPORATED t k 4 Stephen H. Pitkin, AICP SHP:tb Enclosure 9dWvi.RS May 1993 Barry University Natural and Health Science Building Barry University Powers Building 1. Sewage: 2. Water: 4. Traffic:* MIAMI SHORES VILLAGE CONCURRENCY REPORT Science Building will generate 2,010 gpd Powers Building will generate 2,380 gpd County -wide treatment system is at 97.1% of 133,000,000 gpd capacity Central Dade County sewer moratorium does not apply Meets Concurrency Science Building will generate 2,340 gpd Powers Building will generate 2,780 gpd County -wide supply and treatment at 75.8% of 403,000,000 gpd capacity Meets Concurrency 3. Solid Waste: Science Building will generate 360 lbs per day Powers Building will generate 427 lbs per day Meets Concurrency Existing peak hour trips on N. Miami Ave. 1,050 Maximum additional trips generated by the two buildings 140 Resulting future peak hour volume 1,190 LOS D limit 1,220 Meets Concurrency * Based upon traffic analysis by Barton- Aschman Associates 5. Recreation: No applicable 6. Drainage: Review to be done by Village staff Peak Hour Trips PUBLIC FACILITY CONCURRENCY REVIEW APPLICATION VILLAGE OF MIAMI SHORES APPLICATION NO.: DATE: 3/23/93 APPLICANT: Barry University RECEIPT Na: MAIL ADDRESS: 11300 N.E. 2nd Avenue FEE: $ Miami Shores, Fl 33161 PHONE: lnc- Rqq -lnsn PROJECT NAME: Powers Building NAME OF ENGINEER OR ARCHITECT: ADDRESS: 5310 N.W. 33rd Ave., Ft. Lauderdale, Fl 33309 PROPOSED PRIMARY SPECIFIC USE: Lab /classroom /office PROPOSED ACCESSORY USE: none PROPOSED NUMBER OF DWELLING UNITS: none ACAT AccociatPC Tnr Suite 218 ATTACHMENTS: DEVELOPMENT PERMIT APPLICATION X DRAINAGE PLAN X SITE PLAN OR PLAT MAP PHONE: 1fl' - 4R4 -4On0 PROJECT ADDRESS: 11300 M . $, Q 1.01€;) 4 y . ZONING: 5-1 LAND USE PLAN MAP CATEGORY: CURRENT GENERAL USE: COMMERCIAL INDUSTRIAL RESIDENTIAL OTHER EXISTING PRIMARY SPECIFIC USE: Sq. Ft. of Floor Area EXISTING ACCESSORY USE: Sq. Ft. of Floor Area EXISTING NUMBER OF DWELLING UNITS: PROPOSED GENERAL USE: COMMERCIAL INDUSTRIAL RESIDENTIAL OTHER college Sq. Ft. of Floor Area BUILDING AND ZONING DEPARTMENT Sq. Ft. of Floor Area 42,736 s. f . DISPOSITION: DATE Barry University Powers Building II. Proposed building in southwest quadrant of campus: The proposed building shall be located northeast of the intersection of N.E. 111th Street and North Miami Avenue within an existing parking lot. A. Acreages 1. Existing a.) Impervious - Pavement, sidewalk, etc. = 1.22 Acre - Building f 0.04_ Acre 1.26 Acre b.) Pervious = 0.64 Acre o.) Total = 1.90 Acre 2. Proposed a.) Impervious Pavement, sidewalk, etc. = 0.87 Acre - Building = 0.56 Acre 1.43 Acre b.) Pervious = 0.47 Acre c.) Total = 1.90 Acre B. Water Quality 1. Compute the first inch of runoff from the developed projects 1 inch x 1.90 Acre x , „gQl 12 Inches = 0.16 Acre -Feet 2. Compute 2.5 inches times the percentage of imperviousness. a.) Site area for Water Quality Pervious /Impervious Calculations only. Total Project Area - Roof 1.90 - 0.56 1.34 acres for Water Quality Pervious /Impervious 4- b.) Impervious Area for Water Quality Pervious /Impervious Calculations Only Quality (Site Area for Water Pervious/Impervious) - Pervious 1.34 - 0.47 = 0.87 Acre c.) Percentage of Impervious for Water Quality = Imperv Ar for Water Qulity a Site Area for Water Quality x 100% 2, Acre x 100 1.34 Acres 65% d.) For 2.5 Times the Percentage Impervious 2.5 x 0.65 1.63 Inches to be treated e.) Compute the Volume Required for Quality Detention = 1.63 Inches x 1.90 Acres x 12 Inches 0.26 Acre - Feet 3• ae feet computed for the fist greater than ru of aar the volume of 0.26 acre -feet controls. The system proposed is dry retention, therefore, a 50% Water volume reduction is acceptable rl South Florida enate, Management District (SFWMD) Section 3.2.2.2.a.3$ Required Dry Retention Volume = 0. (0. Ac . -Ft.) = 1.56 Acre - Inches 4. Exfiltration Trench Calculations Size the exfiltration trench to handle 1.56 acre- inches. As per SFWMD Volume IV, Basis of Review, the quantity of exfiltration to be required shall be calculated as follows: L= V 1t ( H +2H2Du- Duz +2H ] + (1.39 x 10'') WDu Where: L= Length of trenoh required (feet) V= Volume to be treated (acre- inches) W = Trench width (feet) H= Hydraulic conductivity (CFS /FT -FT Head) H Depth to water table (feet) Du= Non - saturated trench depth (feet) Ds= Saturated trench depth (feet) 6N1 dwigl 41g4 be 164.4 Volume to be treated = V = 1.56 Acre -- Inches R = 1.1 x 10 " CFS /FT -FT. Head L.• ],.68 1. 1x10"[ (4.8) (6.0) + 2(4.6) (8.5) -(8.5) (8.5) + 2 (4.5) (1.5)) + 1.98x10''(8.0) (8.6) To meet required pretreatment volume, 165 L.F. of exfiltration trench is required. The infiltration trench will be located in the parking lot to the 6outh of the new structure. It shall be served by 2 catch basins and roof leaders shall be tied into the catch basins. ro 1> VI— the :allowing pages were originally attached to plans with the foliowing permit # Pfaos AUTION- 'A �alfTiON "id sileitfes,bperatlit ' racttces or indicates un co�ndltions that could result;an personae In safe jury.of darbageto$tructures HIB -91 SummarySheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES© It Is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION The bulider build ontractor, ,;erector `o ere ,wised to obtain and ih mentary and: Recommen stalling & Bracing , „Metal Trusses, HIB- 91':fromth Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break, tion ; begins-or lift bundle unt Inftalla ruses by the bands. TRUSS ) CAUTiQNT sitOt• i be unloaded on roug tern: uneven surfaces` whlc R' cause damage to the tru Frame 1 condition owtnstrct tl ons orhe'ed Warp; 'result tiro serious personal almage to sttrs urea: u F#Nl i�kz ,A4 1NARNINQ describes a condition erg? fell uretofoifow Instructions could result in se� iie,0, nai Injury or*n age'to structures:: TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. .r, 11 temporary bracing should be no less e7 I `umber. All connections e with minimum of,2- 16d,nafs All tamed 2x on- center or less. :All multi -ply quid beI connected together in accor- design drawings prior to installation. , 11111111111w, Trusses - stored vertically should be braced to prevent toppling or tipping. Tag Une ,Tae In Toe In WARNING: , Do not attach ca hooks to the web, members: EINE Approximately Approximately 1 /2 truss length 1 /2 truss length Truss spans less than 30'. Approximately 1/210 36 truss len, h Spreader Bar _- woman pawil Less than or equal to 60' Approximately 1 /2 to %truss len th Spreader Bar Less than or equal to 60' 60° or 1 ill Toe In Toe In Tag Line Tag Une Tag Une GROUND BRACING :BUILDING :INTERIOR MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed - loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Frame 2 AL. loomenesser Approximately r/3 to 3/4 truss length Greater than 60' 10 10' Approximately 3 to 3 /J truss length Tag Line Strongback/ SpreaderBar At or above mid - height Tag Une Strongback/ SpreaderBar Greater than 60' CAUTION Tempora bn trusses with si;{milar co fi' bracing arrangement s Recommended pesl Trusses, tistg9, and shown In t his summa sheet lececl atlons. C onsult ,rogisterec� pro etl .Th engineer may design f r cii Ification,,for;Temporery, Braeingr ca tl -that a wltler s ooln G: `BUILDING EXT.ERIOR Gr• nd brace ertical (GBV) Ground brace diagonals (GBp) Typical vertical attachment (ST) 10' Plan Typical horizontal tie member with multiple stakes (HT) End Wall Side Ground Brace Verticals (GBV) of bract oup of trusses (EB) Top chords that are laterally braced can buckle togetherand cause collapse inhere isno diago- nal bracing. Diagonal bracing ehould be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 12 1 ki I l'6.1kii 11‘" ni:— IS -' 4 I il I I I 6-.7 I I I i l l I I I lb ',. . . — -. 4 I I I I I I I L. ' . — ---■ 4 0111h■ 40,41.1k . * ,10..■.7411■1111ft\ • \ P 410.2. O. ‘10■■■■%oli v.:MIL VIIIIL DF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir 4 or greater \ ■ 4 I I 04 ■41. . i 1 ■ -L 1 1 I 46,■. I NN ■ t: I 4 I wes■ All lateral brace / s Vrtipp- •■,.,■■•■• lapped at least 2 , gp, ..-...7411.,.... ■■■16,,N1 trusses. 1 10■■•■■ma k \ le■-■•■■■■ \ 1 9.■■•■,,,__ J- ,-, t, ' .........,___ ■ ■ ..„..,,,,_____■■._____ ..„..,„••■•• \ Sioulablutilli. \ 41 /411671: - .■■■%: ■ ._ tv,, • ■,•'' AV 1, -. N ,„ .0 0 A. p, 0 4111111" Up to 28' Over 28' - 42' Over 42' - 60' Over 60' MINIMUM PITCH DIFFERENCE 2.5 3.0 3.0 ToRDHDRtriigEll ; §0A0!Op(Log) go 7' 6' 5' TOP C.HORD 0*0004t #04c SPACING (DB& 17 9 5 SPF/HFO!!r 12 6 3 See a registered professional engineer All lateral braces lapped at least 2 trusses. Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 4/12 4/12 4/12 •j CHORD LATERAE4130i4c4.! . •• ••• -••• • 8 ' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBs) [ft trUsses] SP/DF 20 10 6 SPF/HF 15 7 4 See a registered professional engineer Continuous Top Chord Lateral Brace Required DF - Douglas Fir-Larch HF - Hem-Fir 12 5 r ANI sr,•■■•■ :........1 ....nr A NNwAsir. ...........- SP - Southern Pine SPF - Spruce-Plne-Fir PITCHED TRU „ NOpF0 fture ttOflowthese .tet4:1111:00lidatiAndA0' Continuous Top Chord Lateral Brace Required Attachment Required Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1 sCissOkt tFiUst WEB'' MEMBER P Bottom chord diagonal bracing repeated at each end of the building; and at same spacing as top chord diagonal bracing. S ' 12 --� 4 or greater Permanent continuous lateral bracing as specified by the truss engineering. Frame 4 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 4/12 4/12 4/12 BOTTo °` LATE ii-:;.SPACING 15' 15' 15' BOTTOM CHORD DIAGONAL BRACE SPACING (DBs) l #.trusses] SP /DF iz 20 10 6 SPF /HF 15 7 4 See a registered professional engineer , DF - Douglas Fir -Larch SP Southern Pine • 1 F - Hem Fir SPF - Spruce -Pine -Fir AU lateral braces lapped at least 2 trusses. BO'ij T'OM CHORD Cross bracing repeated at each end of the building and at 20' intervals. SPAN Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM DEPTH 30" 42" 48" TOP CHORD LATERAL BRACE SPACING(LB ,. 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DB [# trusses] SPJDF!; §: 16 6 4 SPF/HF 10 4 2 See a registered professional engineer DF - Douglas Fir -Larch SP Southern Pine HF - Hem -Fir SPF - Spuce -Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS :TOP CHORD 1 Top chords that are laterally braced can buckle togetherand cause collapse if there ism diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. 1 End diagonals are stabilityand must be dupltcat both ends of the truss system. End diagonals are se ita:for stability and must be dupi ; 'both ends of the truss system Frame 5 2x4/2x6 PARALLEL TRUSS Top chords that are laterally braced can buckle togetherand causecollapse if there la no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ? )13 > Ii �� - L ► ' �i ' ►: e o' 3p'( resu Continuous Top Chord Lateral Brace Required Attachment Required Continuous Top Chord Lateral Brace Required 10" or Greater ti.`_ \�' •. 30" or greater 10" or Greater Attachment Required 3'/2" Trusses must have ium ber oriented in the hori- zontal direction to use this brace spacing. D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(In) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(In) . U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' Up to 24' Over 24' - 42' Over 42' - 54' Over 54' MINIMUM PITCH 3/12 3/12 3/12 TOP CHORD LATERAL BRACE SPACING(LBs) 8' 7' 6' TOP CHORD DIAGONAL BRACE SPACING (DBS) .:1 #. SP /DF 17 10 6 SPF/HF 12 6 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. MONO TRUSS !' Continuous Top Chord Lateral Brace Required 10' or Greater SP - Southern Pine SPF -: Spruce- Pine -Fir Truss Depth D(in) Maximum Misplacement PLUMB Lesser • of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. 7ALLATION `TOLERA 1 ±1/4" L(In) 12 g reater / Length L(In) t Lesser of L/200 or 2" All lateral braces lapped at least 2 trusses. BOW L(In) Lesser of L/200 or 2" OUT-OF -PLANE INSTALLATION TOLERANCES. •.: MAXIMUM OVERNA PI.As s "four tom. _ 61?AD op L.UMI3ER - rte ✓ 2xlo IF 12x(9 Ko . riwm 2 -1- 020 ..#i1Ji =r7E K.. 3C ,h 17". t1 K -t 5r 1•E EIS! L' 3 - vo n . '®. F ramp ri 11411-I14 GRADE TOP CHI IRD : 2 * 4 DOT CI IORD : 2 * 4 WEDSS :214. 21/2- AND c"YaK '. •E G • 2x4 PLAT t. A a l 'tp ?2`ovm 6 .. 1 Jr; - voK :FL "OVA USE 2. PNEOF /16 •It 2 SI PINE . orri N L 56i, cur Viz_ AND ov (r(P) ' w LDPJ11N6 (P ) • ',TO LIVE; BD 1D DEA,DI 15 - . BD iTDY "x 1 D . 2x• PL. PF LUMBER . No.2ND 19 SP No.2ND 19 SP No.3 19 SP • eALVAU(ZED 14E - DANGER BY E SCALE 1' SPBCINC : 21' D.C. TP 1 78 • DES 16 H ALLDRABLE STRESS -111 COEDS E 12 RATES ARE HITEK N20-259,216 HAHUFACTURED FRDH ASTH A 116 6RD A GALVANIZED STEELOEICEPT AS MOH) - -, FLAIE HUST.BE INSTALLED OR 90111 FACES OF JOINTS SYHHETRICALLY(EICEPT AS SHOIIN)D SIGN CONFORM 11TH ND5 DESIGN SPECS AND.SSBC -41" THIS DESIGN IS FOR TRUSS FABRICATION O1ILY.FOR PJRHAIU:NT AND - TEMPORARY BRACING(NHICIIIS OATS REOD)CONSULT BLOB ARCHITECT OR ENGINEER CO 4CR • TIE P2EAIM ('TYP) 2.X4- IfX R 6ot-TEP -r T[I= i3E M 1N�• 1 /2 C6 cLT5 a 41-0 O.G. NcI2v.IcANE CLI P. ( TAY -- -R€) 12 2.P1.'oV No : \ /'"x L k STKAr ,ANCHOR MIT Pfi TOP.4NOIZD , Ur -rt:y •• " r flaC/` /q, Erb - r `PR4 E/NG, R.: A.RcN: - OVERHAN16 D1= 1'�►�L5 • 4 2 -X31?L 2.4 TO 3t, 2u3 0 11R 1 - 1A. 1.1 DD Tf: . 9/ _a _ q FEB 0 4 7594 DES. BY. : E;•E~ • CHECKED BY :5 J . DATE : 9)10/90 MUM : JOH N11. • STANDARD GABLE END DETAIL, WIND SPEED 120 MPH, MEAN WALL HEIGHT OF UPTO 25 Ft. (W- 33 PSF., SHAPE FACTOR - 1.1, TOTAL WIND LOAD - 36.3 PSF, L/360 DEFLECTION CRITERIA.) K REFER TO TABLE FOR MAX. STUD LENGTH. 4X4 2X4 TYP. 21' 3 -0' SIB' 7.-e. STUD MARKIFG NONE A 12 - .) VARIES TO COMMON TRUSS 111 3X5 nPI L -BRACE RAILED TO 11111111111111111 ` VERT. W /&1 HAILS AT 3' QG 0..-BRACE MAY BE CN.Y CH l T OF AE A9OV , SECTION NOTE! LATERAL STABILITY OF THE BEARING CONT. BEARING. 1 Wes- IS THE RESPONSIBILITY OF THE BUILDING ENGINEER OR ARCHITECT. 3X6 SPL OPT. 5/8' RYV000 9- EATFm1C NAILED YO CABLE DO TRUSS t 2X4 BLOCKING V/ 8d ItATLS AT 3' OC. AHD TVO 2X1 BUXOM KAMM AO,Y.CErT TRUSSES AT 6' O.G—\ W/ 2.10d HAILS EACH :_ts FUtR CLIP AT BOTH FA J`-3' MAX. TIE X•- BRACItC TO BE RAILED TO 2X1 BOO= V/ 1,24 NAIL I r CH EACH BC ATS-0'CC HAX ALOhC CABLE Ear O NAILED TO LOCO AT ir t� 2X0 LECCOR BOLTED TO TIE BEM W/ 1/7 MA. BOLTS AT 4d' CC. SPAN TO MATCH COMMON TRUSS. ,� . 4 E.00XDG. 1X3 RLRRDG STRIP CR . FLAK C1KN1EL ed HAILS TO FLIVDG• STRD'. 1X1 LEDGER RASED TO TIE BEM u/ CUT HAIl.S Ar 0' O.C. . X- BRACTN., DETAIL. O(- BRACDG REC4 AT S -9'' MAX &CNC CABLEJ NOTE1 1. THIS DRAWIG IS FOR STANDARD GABLE END DETAIL AND CABLE ENO BRACING ONLY, WHICH REQUIRES APPROVAL FROM BUILDING ENGINEER OR ARCHITECT. 2 FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. • AVAI MiTek Industries Inc. Appro S1 FJC9 MINIMUM GRADE OF LUMBER T.C. 2X4 No.2ND 19 SP B.C. ' 2X4. No.2ND 19 SP Webs 2X4 No.214D 19 SP. LOADING (PSF) L D TOP 30 15 BOTTOM- - 6 16 SPACINGI 21 Inch O.C. TPI -92 Crit. SFBC -91 STR. INCR. , 33 DRAWN BY I JB CHECKED BY 1 JAI REP. STRESS' NO MAXIMUM VERTICAL STUDS HEIGHT. STUDS SPAC•IC WO BRACE 2X1 L -BRACE 2(2X11 L -BRACE 1s' s -s B' -B' 2(2(6) L -BRAG 12 -0' 10'-o' C S /$' PLTVOCT) $-EATt 1G HAILED TO GABLE BO TRUSS 1 2X4 ELOOCFG W Ed HAILS AT 3' 0r~ AND T\IO ADJAC8IT TRUSS S AT B' OL--\ 2X4 BLCO9G 1401. CUP AT BOTH F T -3 FSAIC. —r L -BRACE HAILED TO VEtT. STIR W ed NAILS, 0 HAILED BOTTOM 0 1813NAILS AT 17 Or� TIE BEAK----4. 2X6 LEDGES BOLTED TO TIE Ban V/ 1/2' 01A. BOUTS AT 16' OZ. ntFPA1ED BT FQA10 OFFICE 2X4 FCRIZONTAL SCAB NAILED V/ 2J3d NAILS AT EACH 3HTFRSE•CTDG I•eiBERS. 4t 1 11 11 14 11 1 111 4 t 11t All 1 1t 114 DQ F STRIP OR !Xi LEJCOR HAILED TO TIE BEAR V/ OJT RAILS AT0'OL. 4X2 BLCCKItG THROLCH TWO TRUSSES L- e.u.cD1C OETA3. (SEE TABLE AWNS. X- BR&C1G TS SHOwH BY DOTTED L4S1 3. TRUSSES ADJACENT TO GABLE ENO MUST HAVE FLAT BOTTOM CHORD. 4, USE No.2N0 19 SP OR BETTER LUMBER FOR ALL BRACING REQUIREMENT. I de- ustries Inc.' ANVONI Ir7.'C i t YL!f 3 AP PRD 3x 1°L- E FOR DAIS TR DATE: 'QI 2x C, DES. BY. :1 =.I=. CHECKED BY :5,J. DATE :9 /lOt°X> RANI H6 JOB I•I t IJ l I•II lt•i GRADE OF LUMBER TOP CUI IRD : 2 * 4 No .2ND 19 SP I60T CI (FIRD : 2 * 4 No . 2ND 19 SP WEBS :2 *4 No.3 19 SP VIASIA t-tA:VGEk( 'S`SKIAF_t7) - I.DAgiN6 (PSF) I "OP• .IYE : 30 IDP DEAD: 15 DDTTDY : 10 TJITAL ; 55 I 1.79 SCALE 1' SPACING : 24. 0,C. TP I. 7B DESIGN AL LDHAB LE STRESS INCREASE 33x 6 47 . �.7 RR = 1425 RL =959 USING A 45° HIP BASH HANG.R (sFBc) H'2$ o{C (sac-4 14951 141.5 OK, I I I -0 11 S T MCK CORNER JACK REACT 01 •1 CALWLArnO ELATES ARE HITEK R20-250 MANUFACTURED FROM ASTM A 446 6R0 A GALVANIZED STEELE G CONFORMS EICEPT AS SHOWN) ELATE HISDESIG DE INSTALLED FACES FABRICATION JOINTS, RPERMAR NENTAND °TEMPORARY BRACING( NHICH1 9ALWAYSREOD) COHS DESIGN SPECS ULTBLDGARCHITECT rn _ 16.7 J9 J7 J5 .: O \� 3 -' J 6.13 3.30 0.47 3Cc�7 . 4R� 959 # 14 (02 l - =1425 D1ACA, • KeGb J -� CLY (1 Ian) TES e: ►_p h) C0MMtN u M Iblr.R TOP 2 No 2 KA INJEe •.4..A4 Ito. 3 KP -Sf (No) aP) F� _ (!),W)2G .l-4 �Co I3)Q71�.7 -I-(a Xo�Co°Xe7� 1.1:7° 91 C,�� ANNHO ,G5. TO 5126, )(4.1;71-. 14.62 P -' - r (1:''�' 3L-PR) . 3x to I I' -O S T 1-11P-SET DETAIL FEB u4'1994 14- CELT'S F0K - 4 - tCp'd (10E NAILS) FoR J -5 °NL' . 2- 1Cpd . WAILS) #3r Jai -J N - C.Llt \ ` C rt,R J ONE 01 4-,EA. FACE. d(T05 tL5) Foiz J7)JS)73)J1 HURRICAN C L-IP.s 01.4E r- pact^. :.ioj/1 GJdAIVAII_�IKet l a ,:T oR I- IURRICANI; C.1.:1F5@t . A, (FUI -L-`i' LED) 11- -. o" (J- 11) x4_ f'._ 2- ICp d Tb :-NAI Ls 3xCo tt- 3x4 PL 41 4%4 TIZ( i�a ✓1'1!1I MTt:1�,L - _aeour- cIZ )_ITJ� c pr As cHoI�J N - • 1 I ■ 2x3 � Lo1oc. _ oMiz 24' -4 -. AII APPRDYEDIDROE TROSS FIB 0 4 1994 ' 1.111111.11 IM GRADE OF LUMBER TOP (1 1111SD : 2 * 4 No . 2ND 19 SP onl Cl WuD : 2 * 4 Na . 2ND 19 SP 61EErS :2 *4 No.3 19 SP 3 xs D • 4 _ O ,, ' 3X¢ 3x4 LOADING (PSF) TOP LIME : 00 10P DEAD : 15 BOTTOM : 1D TD'TRL : 55 8 1 0 ,1 . 2x3 12 e e SCALE 1' SPACING : 21' D. C, TPI 70 OESIGN ALLONRDLE STRESS • INCREASE OOx PLATES AhE HITEK H2O -250 216 HANUFACTURED FROM ASTH A 416 6RD A 6ALVANIUED STEEL(EICEPT AS SI10NNN PLATE HOST BE INSTALLED ON BOTH FACES OF JOINTS SYHHETRICAI.LY(EICEPT AS SHONN)D SIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC TPI -9l THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERHANENI ANB•TEMPORARYBRACINB(NHICH IS ALWAYS REOD)COHSIILT BLOB ARCHITECT OR ENGINEER. cR ! 4x4 2X3 ICp' -0" n ■/A t TYPICAL 3x5 VALLEY D 'eTAI 2x's 2.0 -0� �A+I�IIj�` - OVA • V — w %2 -E F ? T i R 62'' W eb6E NAIL TO ' U55 co,Nfc• �.r2 -od N. 1 TRUSS S - . Y..�L eIRP. AILS - RI c7c. l Y 2 4= MAX . p /N I .. .... 1 „ 6 , 1 T: - LAyour xE • I- < a 4) CHECKED BY : S.,.) DRAWING : '3/10/90 AR ND. : Fla ===<<<<A.C.E.S Version 6 >>>------==[ 002951 ]==== ===<<“-DADE-TRUSS->>>>=== Customer : 0 Fri Feb 04 09:48:49 1994 Project #: 8929 Truss ID : S01 Family # : 204 Span : 9-7 Quantity : 172 Top Pitch : 4./12 _____ FORCES - LOAD CASE 41 REACTIONS - SIZE 1-2= 994 4-5= 125 2-5=-1280 5=-804 8.00 2-3= 0 5-1=-941 2-4=-132 3=-363 3.50 3-4= 115 LOADING COND. 4 2 PROVIDE FOR 748, LBS UPLIFT AT JOINT 5 LOADING COND. 0 2 PROVIDE FOR 488, LBS UPLIFT AT JOINT 3 PROVIDE FOR 167 LBS H0RII. REACTION AT JOINT 5 PLATE OFFSETS (X=L[FT.Y=T0P):[j2=3.1.5] - 14 4-9-4 � � 4-9-*& 3x4 11111111 2-4 ) 2-4 5 3x4 L. HL TO FR:10_1_4 9_7 7-3 LOADING STRESS INCREASE LOADING PANEL(HI) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1 - 3= 4 1= PLATES ARE MlTEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHONN)8[Sl8N CONFORMS WITH ND THIS DESIGN 8 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS 8[Q8} SPACING : 24.0 in REPETITIVE STRESSES NOT USED NO. OF MEMBERS =g 9-7 0_3_8 | / 4-9-12 • 8-5-^& 4 3x4 RISE:3_7_7 RIGHT HEIGHT:3-6-4 LOADING (PSF) MAX STRESSES MINIMUM OF LUMBER L D TOP 1-2=0.609 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 5-1=0.690 BOT CHORD:2*4 No.1D 19 S BOTT0 10 ",- E "_^ ^^ ~ L/".60 WEBS "°^ No._, � ^" ,� __ PECS`SSBC,TPl-91 BLDG ARCHITECT OR ENGINEER. = .. ===(IXA.C.E.8 Version Customer : 0 Project #: 8929 Span : 9-7 ________ FORCES -LOAD CASE #1 1-2= 741 4-5= 303 2-5=-1086 2-3= 0 5-1=-701 2-4='214 3-4= 141 LOADING COND. # 2, PROVIDE FO LOADING COND. 2, PROVIDE F PROVIDE FOR 167 LBS HORIZ. PLATE OFFSETS (X=LEFT,Y=TOP): } 3x4 2-4 2-4 L. HL TO PH:10_1_4 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 2 1.33 1.33 LOADING TYPE UNIFORM UNIFORM NORMAL di9OUE. �� ' - s c L s IFTAT JOINT 5 BS UPL AT JOINT 5 .5), 4_9_4 4-9-4 - �� 5 �>>> =[ 002950 ]==== Truss ID : SO2 Quantity : 18 SPAN:9_7 PANEL(PLF) / JOINTS(0S) 1- 3= 90 4- 1= 20 (NONE) 3 x8 � REACTIONS - SIZE 3=-390 3.50 " 9-7 7-3 9-7 4_9-12 SPACING 2 24.0 in. REPETITIVE STRESSES USED NO. OF MEMBERS =•1• Fta ===<<< -DA U >>>>=== Fri Feb 04 :45:54 1994 Family # : 204 Top Pitch : 4./12 AS 50 / RIGHT HEIGHT:3-6-4 MAX STRESSES MINIMUM OF LUMBER TOP =0.507 TOP CHORD:2*4 No.2ND 19 SP BOTT ,5-1=Ox941. .___ BOT_CHORD:2*4 No.2ND_19 PLATES u,=," FROM ASTM A 446 °= A GALVANIZED STEEL(EXCEPT SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS.OeSPECS, SSBC.TPI-91 ' ARE �v u,^-.*o ..^ MANUFACTURED THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REGE ARCHITECT OR ENGINEER. = ===<<<<A.C.E.S Version Customer : 0 Project #: 8929 Span : 9-3-8 FORCES -0AD CASE #1 1-2=-594 4-1= 558 2-4=-592 2-3= 0 3-4= 289 L0DING COND. * 2, PROVIDE FOR 165, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 221 188 UPLIFT AT JOINT 3 PROVIDE FOR 163 LBS HORIZ. REACTION AT D1NT 1 �-�- �0-8-4-9-4 | } 4-9-4 1 L. HL TO PH:9-9-9 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 ________ REPETITIVE STRESSES USED LOADlN8 STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 6 002952 Truss ID : S07 Quantity : 42 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 (NONE) 1- 3=-53 4- 1= 20 4- 1= 10 REACTIONS - SIZE 1=-574 8.00 3=-557 3,50 2x4 2 9-3-8 9-3-8 } MAX STRESSES TOP 1-2=0.371 BOTT 4-1=0.484 DEFL.@4=0.00 < L/360 ]==== 9-3-8 4-6-4 • SPACING : 24.0 in. NO. OF MEMBERS =1 PLATES ARE H 16 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JO\NT, DYMMETRlQ&LY(EXCEPT AS SHOWN)DBlGN CONFORMS WITH THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C0 ===(<<<-DADE-TRUSS->>>>=== Fri Feb 04 09:58:28 1994 Family # : 204 Top Pitch : 4./12 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 BOT CHORD:2*4 No.2ND WEBS :2*4 No.3 1 SPECS, SSBC,TPI-91 De ARCHITECT OR ENGINEER. = ===<<<<A.C.E.S Version 6 `>>� Customer : Project #: 8929 Span : 9-3-8 LOADING COND. 0 2 PROVIDE FOR 604, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 660, LBS UPLIFT AT JOINT 3 PROVIDE FOR 163 LBS HORIZ. REACTION AT JOINT 1 . 4-9-4 4-9-4 4_9_4 4-9-4 T. 002963 ]==== Truss ID : S06 Quantity : 10 FORCES - LOAD CASE *1 REACTIONS - SIZE 1-2=-725 4-5= 682 2-5= 90 1=-493 8.00 2-3= 0 5-1= 682 2-4=-724 3=-557 3.50 3-4= 289 9-3-8 4-6-4 9-3-8 4-6-4 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-53 4- 1=-88 PLATES ARE MITEK M20-258,216 MANUFACTURED A GALVANIZED STEEL(EXCEPT AS PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH N THIS DESIGN IS FOR TRUSS FABRICATION ONLY.P0K PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS 8EQD ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:48:58 1994 Family # : 204 Top Pitch : 4./12 _-` SPACING c 24.0 in. o. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 0-7 L. HL TO PE:9-9-9 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.384 TOP CHORD:2*4 No.2ND 19 SP TOP 70 15 BOTT 4-5=0.257 BOT CHORD:2*A No.2ND 19 BOTT 0 10 DEFL.@5=0.02 < L/360 WEBS :2*4 No.3 19 SPECS, SS8C LDG ARCHITECT OR ENGINEER. = ===<<<<A.C.E.S Version 6 `>>>--------[ 002962 ]==== ===<<<<-DADE-TRUSS->>>>=== Customer : 0 Fri Feb 04 10:45:34 1994 Project #: 8929 Truss ID : S01A Family # : 204 Span : 8-11-8 Quantity : 42 Top Pitch : 4./12 FORCES CASE 01 REACTIONS - SIZE 1-2= 994 4-5= 93 2-5=-1241 5=-776 8.00 2-3= 0 5-1=-941 2-4=-99 3=-391 3.50 3-4= 102 LOADING COND. # 2, PROVIDE FOR 494, LBS UPLIFT AT JOINT 5 LOADING COND. #2, PROVIDE FOR 120, LBS UPLIFT AT JOINT PROVIDE FOR 157 LBS HORIZ. REACTION AT JOINT 5 • PLATE OFFSETS (X=LEFT,Y=TUP):[j2=2 8-8-��& 4V-9--41 } / 4-9-^& 2-4 1 2-4 3x4 1 = 5 3x4 2 8-11_8 6_7_8 L. HL TO PH:9_5_5 LEFT HEIGHT:0_3_15 SPAN:8_11_8 RISE:3-7-7 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOlNTS(L8S) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 90 4- 1= 20 2 1,33 1.33 UNIFORM (NONE) NORMAL 1- 3=-53 4- 5= 10 5- 1=-90 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 88D A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMHETRlCALLY(EXC[PT AS SHUNN)8[SlGN CONFORMS WITH THIS DESIGN IS FOR TRUSS FABRICATION UNLY.00YEkMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS R 8-11-8 1 °-11 4-2-4 SPACING : 24.0 in. REPETITIVE STRESSES USED NO. OF MEMBERS = - LOADING (PSF) MAX STRESSES MINIMUM RADE OF LUMBER L D TOP 1-2=0.505 TOP CHORD:2*4 No.2ND 19 BOTT 0 10 DEFL.@4=0"00 < L/360 WEBS :2*4 No.3 1 0-5-4 4 3x4 RIGHT HEIGHT:3-3-12 BLDG ARCHITECT OR ENGINEER. ===<< <DR ING�� Customer : 0 Project #: B929 Span : 11-0 �-----[ 002961 J Truss ID : T01 Quantity : 2 4x4 2 = ===<<<<-DAnE-TRUSS->>>>=== Fri Feb 04 10:44:11 1994 Family # : 101 Top Pitch : 4./12 NOTES: 1 -Gable studs spaced at 24 inches o.c. - ------ (2)-Brace vertical studs in accordance with standard gable end detail (3)-Continuous bearing provided along entire tom chord (4)-Provide 1X4 plates at each end of gable stud unless otherwise noted 1 0-8-14 5-6 11_0 1 0_8-14 5-6 5-6 . 3x4 3 x4 L. HL TO PR:5-9-9 � 5-6 � | 5-6 . 5-6 R. HL TO PH : LEFT HEIGHT:0-3-15 SPAN:11-0 RISE:2-1-15 RIGHT HEIGHT:0-3-15 ============_ __ =_____ LOADING (PSF) MAX STRESSES MINIMUM ''' - OF LUMBER L D : *4 No ND 19 SP TOP 3 BOT ~''~'`� � 0 15 : *4 No ^2 ND 19 SP BOTT 0 10 DEFL.1 < L/360 WEBS :*4 No19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING 24.0 in o. c REPETITIVE STRESSES USED NO. MEMBERS =' ^ ^ ^ TRUSS HAS BEEN CHECKED FOR 124 M.P.H. WIND WALL HEIGHT 13 FT, ENCLOSED BUILDING TYPE. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION uNL/,nm PERMANENT AND TEMPORARY BRAClMG<0HICH IS ALWAYS REGD>CONSULT BLDG ARCHITECT OR ===<< <A.C.E.S Version 6 }>>> [ 002960 ]==== ===<<<<-DADE-TRUSS->>>>=== Customer : 0 Fri Feb 04 10:43:20 1994 Project #: 8929 Truss ID : T03 Family # : 101 Span : 11-0 Quantity : 10 Top Pitch : 4./12 FORCES CASE #1 REACTIONS - SI 1-2=-896 3-4= 847 2-4= 07 1=-670 3.50 2-3=-896 4-1= 847 3=-670 3.50 LOADING COND. * 24 PRDVIDE FOR 755. LES UPLIFT AT JDINT 1 LOADING COND. it 2, PROVIDE FOR 755, LBS UPLIFT AT JOINT 3 K� ,-8-1�� 5-6 • � 5-6 5-6 5-6 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(0G) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-53 3- 1=-88 4x4 1 2 11-0 1 � 0_8�4 - 5-6 4 2x4 11-0 5-6 SPACING : 24.0 in. o. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRItALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CON LEFT HEIGHT:0_3_15 SPAN:11_0 RISE:2-1-15 HIGHT HEIGHT:0_3_15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP =0.529 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 3-4=0.398 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@4=0.03 < L/360 WEBS :2*4 No.3 19 SP ,TPl-91 TECT OR ENGINEER. ===<<<<A.C.E.S Version Customer : 0 Project #: 8929 Span : 11-0 ___________ FORCES - LOAD CASE 1-2=-420 5-6= 4004 2-8= 656 2-3=-2846 6-7= 4004 2-7=-1387 3-4=-2846 7-8= 4004 3-7= 1569 4-5=-4218 8-1= 4004 4-7=-1387 4-6= 656 LOADING COND. 0 2, PROVIDE FOR 1794, 0S UPLIFT ATJOINT 1 LOADING COND. 02. PROVIDE FOR 1794, LB9 UPLIFT AT JOINT 5 2-11-4 5-6 • 1 / 2-11-4 2-6-12 4x6 1 2-11-4 | 2-11-4 L. HL TO PH:5_9_9 LEFT HEXGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 ___ REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 6' >>>>--------[ 002966 J===` Truss ID : T02 Quantity : 2 3x4 2 ( r� i PANEL(PLF) / JOINTS(LBS) 1- 5= 90 (NONE) 1 -5=53 5-6 2-6-12 SPAN:11_0 5- I= 245 REACTIONS - SIZE 1=-1794 3.50 5=-1794 3.50 4x4 3 '7 = MAX STRESSES TOP 1-2=0.849 BOTT 8-1=0.753 DEFL.@7=0.10 < L/360 8_0_12 2-6-12 8-0-12 2-6-12 HISE:2-1-15 ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 13:09:41 1994 Family # : 105 Top Pitch : 4./12 3x4 4 6 MINIMUM GRADE TOP :2*4 BOT CHORD:2*6 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK H20-258 MANUFACTURED FROM ASTM A 4.46 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMET8lQ&LY(GXCEPT AS SHOWN )DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY DRAClNG(WHlCH IS ALWAYS R[QD)C0NSUL 11-0 2-11-4 ��-�0 /' 2-11-4 4x6 R. HL TO PH :5-9-9 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP _________ in. o. c. =1 _ R ENGINEER. ===<<<<A.C.E.S Version 6 `>>) Customer : 0 Project #: 8929 Span : 8-0 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-12 3-4= 12 2-4=-341 1=-215 3.50 2-3=-12 4-1= 12 3=-215 3,50 4=-418 4,00 LOADING COND. 0 2, PROVIDE FOR 104, LBS UPLIFT AT JOINT 1 LOADING COND. 0 2, PROVIDE FOR UN, 0S UPLIFT AT JOINT 3 LOADING COND. # 2, PROVIDE FOR 186, LBS UPLIFT AT JOINT.4 LEFT HEIGHT:0-0 ' [ 002959 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:42:17 1994 Truss ID : V08 Family # : 101 Quantity : 2 Too Pitch : 4./12 4x4 2 4 3x4 � 8- 3x4 • SPACING : 24.0 in. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(�F) / JOl�S(0S) LUMBER PLATE TYPE 1.33 1.33 UNIFORM 1- 3= 90 3- l= 20 2 1.33 1,33 UNIFORM (NONE) NORMAL 1- 3='53 3- 1= 2 PLATES ARE MINK M20-258`216 MANUFACTURED FROM ASTM A 446 888 A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE lNINSTALLED ON EACH FACE OF JOINT, �M�� Y([XC� AS � T �N)D�l CONFORMS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS 8EQ8) 4-0 �- �-8-0 � &� L. HL TO PH:4_2_10 R. HL TO PH :4_2_10 SPAN:0-0 RISE:1_4 RIGHT HEIGHT:0_0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.268 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0.075 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@0=0.00 < L/360 WEBS :2*4 No.3 19 8 _________ S SSBC,TPI-91 RCHITECT OR ENGINEER. == ===<<<<A.C.E.S Version 6 `>>) Customer : 0 Project #: 8929 Span : 4-0 FORCES - LOAD CASE )1 1-2=-430 3-1= 421 2-3=-430 LOADING COND. # 2, PROVIDE FOR 95, 0S UPLIFT AT JOINT 1 LOADING C0NU, 0 2, PROVIDE FOR 95. U0 UPLIFT AT JOINT 3 2-&0 L. HL tO PR:2_1_5 LEFT HEIGHT:0-0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 2-0 3x4 1 REPETITIVE STRESSES NOT USED SPAM:4_0 Truss ID Quantity PANEL(PLF) / JOINTS(LBS) 1- 3=.90 3- 1= 20 (NONE) 1- 3=-53 3- 1= 2 MAX STRESSES TOP 1-2=0.083 BOTT 3-1=0.151 DEFL. < L/360 [ 002958 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:40:54 1994 Family # : 101 Top Pitch : 4./12 REACTIONS - SIZE �-204 3.50 3=-204 3.50 2 VO4 RISE:0_0 2-0 3x4 • PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 4A6 GRD A GALVANIZED ( PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FO0 PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS KEQD)C8NSUL R. HL TO PK :2-1-5 RIGHT HEIGHT:0-0 MINIMUM OF LUMBER TOP CHORD:2*4 No.2ND 19 GP BOT CHORD:2*4 No.2ND 19 SP SPACING : 24.0 in. o. ' NO. OF MEMBERS = 1 FE 1 ITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 ' `>>>========[ 002957 ]==== Customer : Project #: 8929 Truss ID : 309 Span : 9-0 Quantity : 16 __________ FORCES - LOAD CASE 01 1-2= 955 4-5= 64 2-5=-1185 2-3= 0 5-1=-904 2-4=-68 LOADING COND. # 2, PROVIDE LOADING COND. 02, PROVIDE PROVIDE FOR 157 LBS HORIZ. O-81.4 7 legspew�48. 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 2 1.33 1.33 FOR 811, 0S UPLIFT AT JOINT 5 FOR argas UPLIFT AT JOINT 4 REACTION AT JOINT 5 4-6 4-6 -- REACTIONS - SIZE 5=-772 3.50 4=-284 3.50 } ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:39:48 1994 Family # : 201 Top Pitch : 4./12 9-&0 4-6 2 ( 2-4 2-4 REPETITIVE STRESSES USED 5 L. HL TO PR:9_5_13 LEFT HEIGHT:0_3_15 SPAN:9_0 MAX STRESSES TOP 1-2=0.5"L4 BOTT 5-1=0.806 DEFL.@0=0.00 < L/360 LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1- 4- 1= 20 UNIFORM (NONE) l~y~ g - t Foie " 6-8 SPACING : 24.0 in. NO. OF MEMBERS =-1 4 3x4 RISE:3_3_15 RIGHT HEIGHT:3-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 S WEBS :2*4 No."; 19 �^"^' �/��n//c^��.�m��/u�rmm�mn�m�n��/�u/��`��/ r PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, S I8N CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION 0NLY.F0R PE8MANGNT AND TEMPORARY 88AClNG(WHlCH IS ALWAYS REQD}CO _~��' , �HlTECJ 08 BNGINCEK. . ===<<<<A.C.E.S Version Customer : 0 Project #: 8929 Span : 1-0 FORCES - LOAD CASE 41 1-2= 0 3-1= 0 --- LOADING COND, 4 2, PROVIDE FOR 46, 0SUPLlR AT J0 LOADING COND. O 2, PROVIDE FOR 54, 139 IJPLIFT AT JOl PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT � ��m�w~~ �� __ _�� ^,' ^ 0-8-14 1 L. HL TO PH:1_0_10 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 6 >>) SPAN:1_0 ) MAX STRESSES TOP 1-2=0.009 BOTT 3-1=0.009 D.. L. . L.7.60 [ 002953 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:35:22 1994 Family # : 201 Top Pitch : 4./12 ================ Truss ID : 301 Quantity : 16 __ ________ ___ REACTIONS - SIZE 1=-120 3.50 3=-3Y 3.50 1-0 1-0 1-0 1-0 MINIMUM LUMBER TOP CHORD:2*4 No.2ND 19 BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.3 19 ' SPACING : 24.0 in REPETITIVE STRESSES USED LOADING STRESS INCREASE PANEL(PLF) / JOlN8(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) PLATES ARE MINK M20-258,216 MANUFACTURED FROM ASTM A 446 PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE&D)CD 2 3 CS, SSBC,TPI-91 DG ARCHITECT OR ENGINEER. = ===<<<<A.C.E.S Version 6 '› ) [ 002974 3 Customer : 0 Fri. Feb 04 14:1102 1994 Project #: 8929 Truss ID : 003 Family # : 201 Span : 7:-0 Quantity : 16 Top Pitch : 4./12 LOADING COND. # 2, PROVIDE FOR 398, LBS UPLIFT AT JOI LOADING COND. 4 1, PROVIDE FOR 82, LBS UPLIFT AT JOI LOADING COND. # 2, PROVIDE FOR 38, LBS UPLIFT AT PROVIDE FOR 51 LBS HORIZ. REACTION AT JOINT 5 6-8 -14 3x4 ------ REACTIONS - SIZE 5=-293 3.50 4=-116 3.50 1=-185 1.50 GoA-tivenrrs D A/ To 2-4 2-4 2-4 2-4 L. HL TO PE:3-1-15 LEFT HEIGHT:-3-15 SPAM:3-0 RISE:1-3-15 1 3-6 0-8 2x4 2 -------- ------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.109 TOP CHORD:2*A No.2ND TOP :::0 15 BOTT 5-1=0.118 BOT CHORD:2*4 No.2N BOTT 0 10 DEFL.@5=0.00 . L/360 WEBS N2*4 No.: ------- SPACING : 24.0 a. REPETITIVE STRESSES NOT USED NO . OF MEMBERS LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM NGE) NORMAL 1- 3=-53 4- 1=-88 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS W THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS R FE 5 3x4 1 '0-8 3 4 BIGHT HEIGHT; 1-3-15 -I SP 19 SP 9 SP -=- = = = = N SPECS, SSBC,NDS-91 BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E Customer : Project #: Span LOADING (PSF) L D 30 15 0 10 TOP BOTT .8 rsion 6' �>>) 8929 REACTIONS - SIZE 5=-@1 3.50 4=129 3.50 LOADING COND. 0 2, PROVIDE FOR 474, 0S UPLIFT AT JOINT 5 LOADING COND. # 1, 2, PROVIDE FOR 55, 129, LBS UPLIFT AT JOI 0-8-14 -- m��-��a �-^a REPETITIVE STRESSES USED 2-4 2-4 L. HL TO PE:5_3_4 LEFT HEIGHT:0_3_15 SPAN:5_0 [ 002955 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:37:19 1994 Family # : 201 Top Pitch : 4./12 Truss ID : J05 Quantity : 16 2x4 2 5 3x4 MAX STRESSES TOP 1-2=0.515 BOTT 4-5=0.427 DEFL.@5=0.10 < L/360 5-0 2-8 5-0 2-8 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- J= 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-53 4- 1=-88 PLATES ARE MlT[K H20-258^216 MANUFACTURED FROM ASTH A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHUN PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMET8l0LLY(EXCEPT AS SHOWN)DB}8N CONFORMS W THIS DESIGN IS FOR TRUSS FABRICATION ONLY.F0KPERMAN[NT AND TEMPORARY BRACING(WHICH IS ALWAYS RE 3 4 RIGHT HEIGHT:1-1.1-15 MINIMUM GRADE OF LUMBE TOP CHORD:2*4 No.2N BOT CHORD:2*4 No.2 WEBS :2*4 No. ' SPACING : 24.0 ir NO. OF MEMBERS = BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version Customer : Project #: 8929 Span : 7-0 LOADING LOADING PROVIDE • COND. 0 2, PROVIDE COND. # 2. PROVIDE FOR D2LBS HOND, 0_11_14 3x4 1 L. HL TO PH:7-4-9 LEFT HEIGHT:0_3_15 SPAN:7_0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REACTIONS - SIZE 5=-695 3.50 4=-140 3.50 FOR 578, LBS UPLIFT AT JOIN FOR 307, LBS UPLIFT AT JO REACTION AT JOINT 5 2-4 2-4 2-4 6 �>>> [ 002956 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 10:38:16 1994 Family # : 201 Top Pitch : 4./12 Truss ID : 307 Quantity : 16 5 MAX STRESSES TOP 1-2=0.598 BOTT 4-5=0.352 DEFL.@5=0.10 < L/360 4-8 2 7-&B 4-8 SPACING : 24.0 NO. OF MEMBER REPETITIVE STRESSES USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- J= 90 4 - 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-53 4- 1=-88 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRO A GALVANIZED STEEL(EXCEPT AS SHO PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALW MINIMUM GRADE OF L TOP CHORD:2*4 No BOT CHORD:2*4 N WEBS :2*4 � FE 4 RISE:2-7-15 RIGHT HEIGH 15 .1BER 2ND 19 S '.2ND 19 , .3'9 SP _____ ESIGN SPECS, SSBC,NDS-91 }CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C..E.S Version 6' Customer N 0 Project *: 8929 Truss ID : 302 Span : 1-10 Quantity : 8 PROVIDE FOR 36 IBS HORIZ. REACTION AT JOINT 3 L. HL TO PX:1-11-3 LEFT HEIGHT:2-10-15 SPAN:1-10 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REACTIONS - SIZE 1=-129 3.50 3=-157 3.50 REPETITIVE STRESSES USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM 4- 1= 10 NORMAL 2- 3=-53 001-2 1-10 1-10 [ 002970 3==== ===<<“-DADE-TRUSS->>>=-= Fri Feb 04 13:25:30 19 Family # : 204 Top Pitch : 4./12 1-10 1- 10 MAX STRESSES TOP 2-:=0.065 BOTT 4-1=0.014 DEFLA4=0.00 L/360 0-3-8 RISE:3-7-7 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND ,1 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP = = SPACING : 24.0 NO. OF MEMBERS RIGHT HEIGHT:3-6-4 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIBN CONFORMS WITH-NS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS C41 GN SPECS, SSBC,NDS-9I T BLDG ARCHITECT OR ENGINEER. , ===<<<<A.C°E Customer : Project #: Span _____________ L. HL TO PH: LEFT HEIGHT:2-2-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 .S Version 8929 3-10 REACTIONS - SIZE 1=-239 3.50 3=-264 3.50 LOADING COND. 0 2, PROVIDE FOR 70, 0SUPLlFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 32, LBS UPLIFT AT JOINT 3 PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 3 A_2 SPAN:3_10 [ 002971 ]==== ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 13:26:12 1994 Family # : 204 Top Pitch : 4./12 =======_____ Truss ID : 304 Quantity : a 3-10 3-10 3-10 3-10 RISE:3_7_6 0-3_5 . REPETITIVE STRESSES USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 90 4- 1= 20 2 1.33 1,33 UNIFORM 4- 1= 10 NORMAL 2- 3=-53 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 416 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALW • SPACING : 24.0 in NO. OF MEMBERS = RIGHT HEIGHT:3_6_4 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 2-3=0.700 TOP CHORD:2*4 No.2ND 19 SP BOTT 4-1=0.065 BOT CHORD:2*4 No.2ND 19 SP DEFL.@4=0.01 < L/360 WEBS :2*4 No.3,19 SP / FEB GN SPECS, SS8C,NDG-91 SULT BLDG ARCHITECT OR ENGINEER. - ' ===<<<<A.C.E.S Version 6 �>>) Customer : Project #: 8929 Span : 5-10 FORCES -LOAD CASE #1 1-2=-274 4-1= 0 2-4= 0 2-3= 0 3-4= 57 LOADING COND. 0 2, PROVIDE FOR 83, LES UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 160, LBS UPLIFT AT JOINT 3 PROVIDE FOR 97 LBS HORIZ. REACTION AT JOINT 1 9_ LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS I LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1,33 1.33 UNIFORM NORMAL 3x4 L. HL TO PX:6_1_13 REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(0G) [ 002972 ]==== Truss ID : 306 Quantity : 8 REACTIONS - SIZE 1=-331 3.50 3=-345 3.50 5_10 5-10 5-1&0 5_10 MAX STRESSES TOP 2-3=0.754 BOTT 4-1=0.165 DEFL.@4=0.00 < L/360 PLATES ARE MDEK M20-258,216 MANUFACTURED FROM ASTM A 446 8R0 A GALVANIZED STEEL(EXCEPT AS SH PLATE MUST BE INSTALLED ON EACH FACE OFJ0lNT,��B8��Y(��N)U�l�C�� THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOK�PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS ===<<<<-DADE-TRUSS->>>>=== Fri Feb 04 13:31:00 1994 Family # : 204 Top Pitch : 4./12 ' SPACING 24.3` NO. OF MEMBERS FEB 0_3_8 � . RISE:3_7_7 RIGHT HEIGHT:3-6-4 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4' No 19 SP Ds DESIGN SPECS, SSBC,TPI-91 }CONSULT BLDG ARCHITECT OR ENGINEER. . . ===<<<<A.C.E.S Version Customer : Project #: 8929 Span : 7-10 LOADING COND. # 2 PROVIDE FOR 273, LBS UPLIFT AT JOINT 14 G LOADING COND. W 2, PROVIDE FOR 145, LBS UPLIFT AT JOINT 4 PROVIDE FOR 133 LBS HORIZ. REACTION AT JOINT 1 ' 19-2 �-�-3-0-4 ) 3-0-4 0-7 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE �-103 3.50 4=-465 3.50 �-30 4.00 6 `>�>--------[ 002973 ]==== Truss ID : 308 Quantity : 8 L. HL TO PH:8_3_1 USED PANEL(MI) / JOlNTS(L8S) 2- 4= 90 5- 1= 20 5- 1= 10 2- 4=-53 7-10 7-3 7-10 4-9-12 ===<<<<-DADE-T ->>>>=== Fri Feb 04 13:39:12 1994 Family # : 204 Top Pitch : 4./12 0-3_9 RISE:3_7_7 RIGHT HEIGHT:3-6-4 MAX STRESSES MINIMUM GRADE OF LUMBER SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRDAGALVANIZED STEEL(EXCEPT AS SHO PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, N` DESIGN SPECS, SSBC,NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY 8KAClNG(WHlCH IS ALWAYS REQ/ ONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version b. Customer : 0 Project 4*: 8929 Span : 13-7-6 1-2= 460 2-3=-878 3-4=-797 4-5= 0 5-6= 634 LOADING COND. # 2, PROVIDE FOR 808, LBS UPLIFT AT JOINT 9 LOADING COND. # 2. PROVIDE FOR 988, LBS UPLIFT AT JOINT 5 3 6 FORCES - LOAD CASE #1 6-7= 776 2-9=-772 7-8= 854 2-8= 1335 8-9=-447 3-8=-234 9-1=-447 3-7=-87 4-7= 165 4-6=-953 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3-3-9 tizIm eur> 3x4 Aks teED !pianIM 3x4 3x, 3 2 3x4 1 3-3-9 3-3-9 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM • Truss ID : C314 Quantity : 8 3-6-2 3x6 2 •••■••••,■•■••■••••. 4 9 .1x4 9 3x4 6-9-11 3-6-2 L. HL TO PH:13-11-14 LEFT HEIGHT:0-3-14 SPAN:13-7-6 REACTIONS - SIZE 9=-807 3.50 5=-992 3.50 8 3x4 1 MAX STRESSES TOP 4-5=0.538 BOTT 6-7=0.582 DEFLA8=0.02 L/360 PANEL(PLF) / JOINTS(LBS) 1- 2= 54 2- 3= 43 1- 2=-20 2- 3=-15 E 002964 3==== 10-2-9 3-4-14 19-2-9 3-4-14 RISE:3-7-3 • Fri. Feb 04 1249:18 1994 Family * : 201 Top Pitch : 2.828/12 3x4 7 3x4 1 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*A WEBS :2*4 SPACING : 24.0 NO OF MEMBERS 13-7-6 3-4-14 RIGHT HEIGHT :3-6-6 =1 3 - 4= 126 4- 5= 210 6- 7= 47 7- 8= 2 3- 4=-45 4- 5=-75 6- 7=-181 7- 8:- PLATES ARE MTH M20-258.216 MANUFACTURED FROM ASTM A 446 ORD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONS 13-7-6 0-3-8 3-4-14 41(6, OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP in. o. - 9= 9 9- 1= 12 8- 9=-36 9- 1=-47 SPECSOSBC,TPI 1 LD6 ARCHITECT 0 /ENGINEER. 6 Customer : 0 Project #: 8929 Span : 13-7-6 FORCES - LOAD CASE 41 1-2= 460 6-7= 620 2-9=-1187 2-3=-1148 7-8= 1118 2-8= 1606 3-4=-637 8-9=-447 3-8=-227 4-5= 0 9-1=-447 3-7=-552 5-6= 458 4-7= 301 4-6=-762 LOADING COND. 4 2, PROVIDE FOR 1290, LBS UPLIFT AT JOINT 9 LOADING COND. 4 2, PROVIDE FOR 527, LBS UPLIFT AT JOINT 5 161-11. 3-3-9 3-6-2 3x6 2 1r1Z11 .Es It) - LOADING (PSF) L D TOP 30 15 BOIT 0 10 .3x4 1 1 3-3-9 3-3-9 • - • i3x ES 1 9 3x4 Truss ID : CJ14X Quantity : 4 s". 6-9-11 3-6-2 L. HL TO PR:13-11-14 LEFT HEIGHT:0-3-14 SPAN:13-7-6 E 002965 J==== -4 ==<<<<-DADE-TRUSS->>>>=== Fri Feb 04 125631 1994 Family # 201 Top Pitch : 2.828/12 REACTIONS - SIZE 9=-1290 3.50 5=-531 3.50 8 3x4 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 54 2- 3= 210 3- 4= 126 2 1.33 1.33 UNIFORM 1- 2=-20 2- 3=-75 3- 4=-45 MAX STRESSES TOP 2-3=0.565 BOTT 8-9=0.674 DEFLA8=0.02 L/360 • 10 3-4-14 3x4 3x4 4 3x::• ' 3 2 - - 3x4 10-2-9 3-4-14 7 1 • 1 3x4 RISE:3-7-3 RIGHT HEIGHT:3-6-6 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 4- 5= 43 6- 7= 9 7- 8= 28 4- 5=-15 6- 7=-36 7- 8=-109 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRIcALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL 13-7-6 3-4-14 13-7-6 3-4-14 4xe i 4)(0 0-5-4 6 3x4 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.: 19 SP in. o. c. =1 F 9=4 9- 9:-181 =-47 ECS, SS8TPI-9 8 ARCRITECT OR E GINEER. 12 SUBMITTAL WITH SPECIALTY ENGINEER 0 CONFORMS TO DESIGN CONCEPT ACCEPTED AS SUBMITTED SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT ACCEPTED AS NOTED tl DOES NOT CONFORM TO DESIGN CONCEPT , .. REVISE AS NOTED AND RESUBMIT D UNRESPONSIVE St8MITTAI. AS NOTED • REJECTED Review Is limited to verifying THE FOLLOWING 1. The specified Structural Submittals have been furnished. 2. Submittal is signed and ::'cd by the Specialty Engineer. 3. The Specialty Engineer has understood :'.s design intent and has used the. specified structural criteria. (No detailed check of catCtdai: as was made.) 4. The configuration set forth in the submittal is consistent with the Structural Contract Documents. (No detailed check of quantities or dimensions was made.) Notations do not constitute a Change Order and do not relieve the General Contractor /Construction Manager from compliance with Contract Documents, governing codes and regulations. The General Contractor /Construction Manager is solely responsible for confirming alt quantities, dimensions, fabrication techniques, coordinating work with other trades and assuring that work Is performed in a safe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS FT. LAUDERDALE, FLORIDA Date' 6 - 9 ' y , gy: i " NC EXC P tON TAKEN (gi tANKE CORRECTIONS NOTED 0 riFcTED REVISE AND RESUBMIT (I SUVA 1T SPECIFIED ITEM c hl t i R is o nly tor general conformance with the 1 c'Crt and genera! compliance : ] IM11� concept of the project t the information given in the contract documents. n E A Any ;;F.ti tion shown is subject to the requirements for P,l, w.a specifications. Contractor is I r' -ro-, :lesions which deall be confirm s and tic re iat ed C it the job site; fabrication process e 1 c` construction; cocr zih satisfactory performance of cf his wcrli, with that of ot,er trades end 1\ ,::, work. �Tr• INC. ASSOCIAT ZS, nos 1 C. G. CHASE CONSTRUCTION COMPANY THIS B ITT;.L HAS BEEN REVIEWED BY DATE 1 N0. _D __ 55 Ec2il 2 Ft° R f b 1R9 pp Prepared By Identification Copies Description �� Co, ND E, J l _ �� 1 5 ,t v,� F 4Aycry r �' br°zpi kpA/(j - AA,fiLr(- Pu2.b56 cC.A5 II tr r A �G�vLR ti e � T7c�*5 Akticv - Pvief X45 11 Dr 6- 1 TIZI165 "2 `.,9 rc i r " Dr2,4 v fAI& ---;2°`‘ R. EA Sr - 1,./6 5r 11 I t ( 6:0 CA c.Kt — 2 174 a C II Dr. 6A -lo3 i T2G 55 '` L,4%,i r " C AvI //ikGS — 12 44 FL C M 16-2 66e,rerAt TRANSMITTAL OF DRAWINGS, PRINTS, ETC. JOB NO. 05 DATE 63/63/9i TO MI ANO 6 ( i rn 2 F JOB 6 1 / 2 / f Y v N l v , rY / � U r LO, A J 6 D6APA 2.irmE N r Pc v/ S ,Bvct Din./6 Gentlemen: We are forwarding C.G. CHASE CONSTRUCTION COMPANY 8491 NORTH WEST 17m STREET SurrE 101 MIAMI, FLORIDA 33126 (305) 597 -8700 • FAx (305) 599 -9433 under seprate cover } the following: These are sent for the purpose checked below: ❑ Approval ❑ Returned for Correction ❑ Returned Approved g For i cc2, b5 A cr6 ALL b A vtl /N6 S A D ALe auk Ti7rnJ 6/6A/ A-74D A LED BV EAl6iij €, Copy and Ty truly yours, To >r I LE •:.:..G. CHASE CONSTRUCTION COMPANY The olio:wing pages were originally attached to plans with the followin 11) permit ,cyc-ym 390 HIB - 91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility- of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly' receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe projectArchitect's or Engineer's design specification for handling, installing and bracing wood ttussesfora partloularroof orfioor. These recommendations are based upon the collective experience °Heading tbohnical 8' =10' 8 -10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel Inthe Wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or theTruss Plate institute, Inc. expressly disclaims any responsibility for damages arising from the use. application or reliance on the recommendations and information contained herein by building designers, Installers, and others. Copyright © by Truss Plate Institute, Ind. All rights reserved. This document or ' any part thereof must not be reproduced.in any form without written permission of the publisher. P In the United States of America. RU RA t /16 Frame 1 Trusses stored vertically should be braced to prevent toppling or tipping. 1 60 or less Approximately 1 /2to1 truss len. h ess than or equal to 60' Note: 2n Ground di al GBD Top Cho d Strut Backup (ST) r � ground stake _ Drtven , TyWsai horizontal tie member with ground'etakee imuitiple sinks* (HT) E Approximately mo Greater than 60'. Approximately %s to ? truss len Greater than 60' 10' 10' Blocking Ground Brace Verticals GBy) Tag Line Toe In Approximately '/a truss length Approximately 1/2 truss length Truss spans less than 30', Spreader Bar Toe In Spreader Bar ess than or equal:' to Toe In Tag Line Lifting devices should be connected to the truss top chord with a closed - loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Strortgback/ Spreaderaar ers est I d De 89 and tact fig _ OP to ee'd strum a 1 trt thee�t is ad equate for the ti ed pr afessana eng l neer n ' kgri b ra i ng , tli ac t*a rdanc rent I GROUND BRACING BUILDING INTER Frain 2 Typical vertical attachment End Wag STMTi Plan Siam Top chords that are laterally braced can buckle togetherand cause collapse if there ieno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. 12 - 4 or greater \_ == 4I44 sl -• . ,,,___,,___ .„ Up to 32' Over 32' - 48 Over 48' -60' Over 60' 4/12 4/12 4/12 I!I!I) Iiuiii I'I; II11i 8' 6' 5' 20 10 6 i'SPF /HF!: 15 7 4 See a registered professional engineer DF - Douglas Fir-Lerch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Top chords that are laterally braced can buckle togetherand cause collapse if there fano diag• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puriine are attached to the topside of the top chord. OF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Sprutm- Pine -Fir 1 RI 1II11 a.'h�' t1lttr t0fi11�Wtrh!e rec 1111L9t severe personal injury oredamage to trusses' Up to 28' Over 28' - 42' Over 42' - 60' Over 60' IVII I�Ii pITC DI$FFRFNCF 2.5 3.0 3.0 TOPC LATERAL SPACING CE 7' 6' 5' jIAGOt�a�:;$; SPACING (D SP /DF 17 9 5 SPF /HF 12 6 3 See a registered professional engineer Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required All lateral braces lapped, at least 2 trusses. Frame 3 repe B orroM CHORD; DIAGONAL BRACE SPACING (DBS) SP /DP SPF /HF -;? -Cross braving re at each end of the building and at 20 Intervals: Bottom' chordallegonal. br at each end of the bullring acin a td spacing as top,chord idiag brae WEB MEMBER PLANE :,Permanent! cont[nuoua __ 'ateray bracin£ asspecfled.b cuss eri 0,0er Frame 4 ` Continuous Top Chord Lateral Brace Required 10' or Greater Up to 32' Over 32' - 48' Over 48' - 60' Over 60' AIERT11:!•:•:',01 30" 42' 4r TOP CHORD. pyliEFIAL1131i1 8' 6' 5' TOPH DIAGONAL BRACE SPACINO (D0 F 16 6 4 DPF/HF 10 4 2 , 7 dtag�naIM� USSPS MUSt be "17' ! , illf hpport Top chords that are laterally braced can buckle togetherand cause collapse if there fano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. See a registered professional engineer 4x2:-PARALLE H OR Di:TRU SS:TO EC H 0 R nd dfatienett are r a lot lititAtidinnst bei.dtinItnif thetruse System . ; dlagonaitare, :titabilityanctinuatte bOth ends 0 tristisAiVetern. Frame 2*4/2Z6Yi•PA 1,0 Top chords that are laterally braced can buckle togetherand cause collapse inhere isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. • 4. Continuous Top Chord Lateral Brace Required Attachment Required 10' or Greater 4 Truiiseinie.St bet oren1Q - • r Z 0 Ma i4ttiiti rjr th D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(In)' ` L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(In) L/200 ' L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' Continuous Top Chord Lateral Brace Required Upto24' Over 24' - 42' Over 42' - 54' Over 54' MINI PITCH .. 3/12 3/12 3/12 TOP:; CHORD LATERAL BRACE SPACING(LBS) 8' 7' 6' TOP CHORD DIAGONAL BRACE SPACING (DB i l# trusses) SP /DE 17 10 6 SPF /HF:: 12 6 4 See a registered professiona engineer DF - Douglas Fir -Larch HF - Hem -Fir Top chords that are laterally braced can buckle togetherand cause collapse if there Iano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. MONO TRUSS PLUMB Maximum Misplacement Diagonal brace also required on end .verticals. SP Southern; Pine S PF. w Spruce= Pine -Fir STALLATION TOLERANCES I OUT -OF- PLUMB INSTALLATION TOLERANCES. t'/1' 1 T Frame 6 tosser of L/200 or 2" Lesser of L/200 or 2" OUT.OF -PLANE INSTALLATION TOLERANCES •'' Alt lateral braces lapped at` least '2 trusses. MANMUM- OVl<Rt -1A 5 = -.. G RAD< OP .. LUPT - • • r i�YM MIDI 107.11__ _ i Ko 1P11 : ____ y1V-1=1 ' ,• • : Pura Alv Mani MEM =MI ti ; • P mamma 5 Liam 4 LOR01N6 rCPSF) ,Tail !Avg; HO TOP DE 4i 15 B11T1D1l - s 10 `TO RN 2 MIS 24' TO 30 • 2X3 IA- 30 tAl gi- Id1`l6 RUE TRUSS CD- INC .2x4 CORM PLAT ,; LEDGER I . i tc, me cuP /(Ill ..1111111111:1,16 1xCo } OES. BY. : .�•t= CHECKED BY :, RATE DRAM Hf JOIt•110. '. - 4 e • 1.1 £1 2 HIJN GRADE :UP G1It1RDa2 *4 HOT WORD s 2 * a wg0 .; GALVANIZ ME _ - HANGER BY t3L17R, 'at- AND 'v =1: cur d 1+X t - COL .: i2-"OVF-144 USE , �# l I7Jt* hD.5. PN50RZxi -It 2 Si FINE. . • 2�L AND ov. R (rr ) L o loNA 551, Ca tT' 2x4 PL. pE LUMBER No.2M0 19 SP 140.2ND 19 51'• Na.3 19 SP • 2x311_ I2 ELATES ARE NITEK N20-2111,216 MANUFACTURED FROM ASTN A 116 6RD A SAO/MI/ED STEEL EICEPT AS Miff h FLAIE 11115T HE INSTALLE ON BOTH FACES OF JOINTS, SYNNETRICAULYIEICEPT AS SHOANTDESI611 CONFORHS.0110 I10S LESi611 SPECS AIN1 ESBC 91 11115 'DESIGN IS E0R TRUSS FABRICATION 011LY.FOB PERMANENT AND' TEMPORARY BRACI116(UH MIS ALIIAYS REDDICONSULT BLDB' ARCRUTECi or WINER CONGR T1 13EA (TM) 2 I � R Vat -Ttp - ro . TtE 13F6M IN /! 1/1-- !-T5 0 4L * O.G NU t tcAt�tE GLt p5 (6Y•:*44 ZS 2x3 PL, OF " SCALE 1 SF' TP 170.OESI C H AL! tINAB LE 5T AE55 • �y,i•t l Ey. •4- 12"iO 2f}'oV 2x~3 } i. — ,•, - No �1sloi c 1 ` sT1z,1Y ANCH o1Z 135NT TOP.Q!-101ZD. Ur ;T: .bS• • Jar �� • 1+r - : T y`� n�•�s +.z.:r!i� �'r ^°..- .• • ?4tV/4.y . 4,g4r'!pRQ;tr 7 EMC, •=c -Alt6I Nra ACtNC : }• 0. t. OVERHA D��'fa�LS _ APPROVE MAR 10 Se3 • • • ft . f/ .0: . . •b . • , Oillik• •••• • • • . • • • • • • • ••• • • • 1544 li i Nli11)11 (3RADE OF LUMBER TOP .1:111IRD:2*4 No .2ND t9 sp* fiATES ARE HITEX.M20-2511,21 6 MANUFACTURED FROM ASIN A 116 6R0 1 6ALVANITEO'STEELIEICEPT AS OWN) • , SDI -C1101tD:2*4 14g3.2ND 19 SP PLATE MUST BE INSTALLED INUBDT11 FACES OF JOINTS, SYHNETRItALLTRICUI,::1S SHOWN)DESIBI CONFORMS 01111 )IDS DESIGN SPECS MID SSBC,II'lli WEDS', : 2*41 tip .3 19 BP1 THIS DESIGN IS FOR TRUSS FABRICATION AMOR FERMENT AND. TEMPORARTIRACINGINHICH IS ALWAYS RENDICONSULT BLDG ARCHITECT OR SIBINEER. LJJUI W la ' 62 Oui i 5 LOBUINg °C . TOP LIVE BO TOP DElall 15 1-3 =11 . • • SC FIE 1 • SPACIRC 21' B.C. TPI 78 OBICH TlittaErisE..93k_ • • THE CENTEn.we OF GO RC5 ANp I MU5T - CONINtaCrl) ICo GNA% G 11. vaApprnow, EA.a4 1 war NAIL im T Jr5 1" grr... THE - 13g()55. rizAme-TO IArrH MAILS PfZEPEE943LY. 04E-CT TI4E C) 71-1E GI-10g1 5 ANI7 - WgI35 1.0/. 1CP 1 WAILS AT 1/. 1 ' MOM e3O114 5Ip. 7/0 1 1 Ti-LSE 14ALS (N THE ouTSIDE 1 'I 76 Of HE C1-401. IN prrioN Pgovi 1 1/2_ I m9LT C. IN 07 - TOP , =4- 444 qi:242s. NAIL- ALOINt& THg.caN L-IW oFweeto 4 a4o1zps or -11- rig.f kJ/, tcp 4 NAIL& At Ili POfrf Otrn-t 1 134 . I 5' 1-54'WPMMT* COWV.C.TION • • A•471 THa F4m1 AND NAILALDN6 TVEC-5-NTVg 1-.11%.1 OF ALL 1 - n-15 Flfr 1.4p.41‹ I(DdI4ALLG AT 12 QC, tger r tp c4 t-4g4415EK . CoNt4E.c11014- NAIL ALONG THE CENTeg... LINE 'OF ALL WEBS 4CHORDS FA.-r- 4 )4S44eetz, INTO -n- Togo 14-4Me5e.ii: ICaci NI1A4L6A F2.'.2. MULTIM 1 PER cowearto14 ikoVIT.teXiALA 140TE ALLTI-la UNIFORMLY U0A175t7 SYMMETRICAL Glig12ER 11 MU ae. aYTURNING NetE/APEK ° AjzOUNI7 risibg aNNaCTING: - 10&1l7-4ER ApprrioNA-1- 4..14A1L*. MAR 10 1094 BR OBOE TRUSS - —111tTE: - ILII 1-234 pi_Ace_41,v2. t30L- & 4Lon 0.c.eToem9 Foicek4 VEN Met.413.5gs ' 1./1C-4.413.E.K.S ES. et : HECXED BY : S.J. 111E . / : ininant"' AB NO. : - •-• I•I11J1I•[Il1I (ITADE OF LUMBER TOP f:111lRD : 2* 4 No.2ND 19 SP E OT CHORD :2* 4 No.2ND 19 SP WEBS ;240 No . 3 19 SP r t ANC7ER(�5 °SKE=WED) + � i LOCOING CPSF) Tl1P .LL9E R�, _ BDTT W fiQ IAL • 35 t 1.79 6.13 3.30 0.47 3 do ALE 1' 5 gCINI .,2f.' ..D,i TP1 le OE�51 s li . `NC171NA�lE�SfiREE'S - INCREASE 93x 7 PLATES ARE HI1EY 1120-238 MANUFACTURED.FRAN ASTM A 416 GRD A SALYANIZEO STEFL(EXCEPT AS'SHOWNi . ' PLATE BUST BE INSTALLED 1l BDTH FACES DF JOINTS SYMMETRICA).LY(EXCEPT AS SHOWN D SISN.CDNFORHS.M TH :NDS :DESIGN SPECS, pND'SSBC.TP111 TIIIS DESIGN TS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND•TEMPORARY BRACING(WHICH I9 ALWAYS REDD)CONSULT BIDS ARCHITECT OR ENGINEER. 6 (11 J9 7 ! w AN- t- 101z.4c�E.410^ 5RG , ( ) J5 11 O O RP PRO .TIT - x'14 /,' ' �Y J -9 ONLY 1 Td (c 1.:p I ) COMMON-:-.H t - : J4C- _ ER TOP 2.. 130 Ck7 !L 2x4 No./. WE E:5 '2X.4 go. 31 51: (IypI ar") RL= 959 14 G2 4.R ( O.4T)360.7- 7+ - 1.7 I CA ANO-10)? ;GS...TO FP , 14.62 -- PLATO Mr 131-PP -7 . RR = 1425 RL =959# 1J'lWG A 45° HIP BASH HANGER (S BI :�) I4,5 14'2 oK , (5BL e) 1495 1425 t 4 OK, I I L SET 5ALK CARNI✓R JP .K R ON CALCrULA11O9 3x to t I! -o" .al .T P>vIC,K. 1-tl? SET DI=TA.tt5 4- tCod:(lc NAL ) .__ J- 5 . . oNLY.: E F f 2 -1Cp d: C_rol<..0 ,tis) tiDf Jp "J- 1 T1 -{ROU 4 J ° t= IVR : o 1J •SEA. FAc . 2--tCo d (TOE• 14 / N L:S-7" COTz J7) Js):13> 3 X4 MAR 1 Q 1994 ! 1-1Ut2RICA1`tir aLtt o.R HUMICAN GLIF58. -A. L.I~( ul -L:`I' NAL-et)) 3x4 3x4 t'L� 3xC- 3x4 r L • DEL .BY. CHECKED BY 1 DAApCNC " 1 • JOa. M , - i HANGER SCHEDULE THESE VALUES AND SPECIFICATIONS HAVE BEEN TAKEN FROM THE MANUFACTURER'S LITkRATORE AND APPROVALS. AtL 4HANGERS MUST BE INSTALLED IN ACCORDANCE WITH THE. MANUFACT'URER'S SPECIFICATIONS. MANt7FAC'I'tJRER TYPE >_ . , tr M' 10 TRUSS NAns -1'0 GIRDER ; . . .. UPLIFT MAX. REACTION' @33% riot. REACTION @O•/ HUGHES. INC. JHA213 3 -10d 18 -164 ' 861 2854 2430 3 -104 14 -164 861 2219 ..1890 3 -104' 12 -164 861 1902 1620 3 -104 • 8 -16d 861 1268, 1080 SOUTHEASTERN METALS INC. BHP218 . 4 -164 16 -16d 606 2437 1950 1 4 -164 14 -16d 606 2132 1404 4 -164 12 -164 606 1827 936 4 -164 8 -164 606 1218 624 Cr) SOUTHEASTERN METALS INC. BHP424 • 4 -164 26 -164 720 2525 2500 4 -164 18 -16d 720 1748 1730 4 -164 12 -164 720 1165 1153 4 -164 8 -164 720 776 769 ' 44 - SOUTHEASTERN METALS INC. 4 -164 18 -164 606 • • 2515 2047 - HHP218 4 -164 16 -164 606 2235 .1819 • ® 4 -164 12 -164 606 1675 1364• • 4 -164 ,8 -164 . 606 1117 909- SPH1 t w BY BUILDER SEE BOLTS BOLTS BOLTS ss 6000 4 DETAILS +' N SPI2 BY BUILDER SEE ENGINEERING DETAILS 3 -5/8" BOLTS 6 -5/8" BOLTS 6000 8300 6240 $P 3 • BY BUILDER SEE ENGINEERING DETAILS 4 -5/8" BOLTS 'BOLTS 9-5/8" 8200 12400 - 9323 • HANGER SCHEDULE THESE VALUES AND SPECIFICATIONS HAVE BEEN TAKEN FROM THE MANUFACTURER'S LITkRATORE AND APPROVALS. AtL 4HANGERS MUST BE INSTALLED IN ACCORDANCE WITH THE. MANUFACT'URER'S SPECIFICATIONS. Pr C ;de Material Qty/ Box Wgt/ . Box Dimens Fasteners: '• • .t Design' Loads (Ibs) W H C Header . "`Jo1st. ' 3..:; •Normal `Mai.{:' Uplift JHA 213 18 ga 50 40 1 -5/8" 13-1/2" 5-1/2" 18 -16d ' 3 -10d 2430 2854 861 JHA 218 16 ga 30 41 1 -5/8" 18" 5 -1/2" 24 -16d 3 -10d 2767 2929 861 JHA 2 -213 18 ga 50 40 3 -1/8" 12 -1/2" 4 -7/8" 18 -16d 6 -10d 2430 2854 938 JHA 2 -218 16 ga 30 41 3 -1/8" 17 -1/2" 4 -7/8" 24 -16d 6 -10d 3240 3250 938 JHA 413 18 ga 50 40 3 = 5/8" 12 -1/4" 4 -1/2" 18 -16d 6 -10d 2430 2854 938 JHA 4:18 16 ga 30 41 3 -5/8" 17 -1/8" 4 -1/2" 24 -16d • 6 -10d 3240 3250 938 JHA 422* 16 ga 24 44 3 -5/8" 22" 4 -1/2" 22 -16d 5 -16d 2945 3040 890 MANUFACTURING, INC . o Accessori JOIST/TRUSS HANGERS, ADJUSTABLE • 16 :4 18 gauge galvanized steel (see table) •: Extra long straps allow maximum number of nails for maximum strength • Oen be field formed for top flange hanger convenience • A few sizes satisfies all your hanger requirements ▪ No'bolts required A f4ill 2 -1/2" seat bearing depth • SBCCI Compliance Report No. 9142 • Dade County Approval No. 89 0603.10 • 'JHA 422 is a Cleveland Steel Speciality Company product and is not reports. .See ICBO ES Evaluation Report No. 4243 for allowable values design (cads for this model. Note: 16 gauge hangers have 2 additional holes at top edge for use with covered by our SBCCI or Dade County and/or conditions of use concerning 16" deep wood I- beams. •..s 0 i SIZE '' PRODUCT CODE GAUGE DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS PER CTN W H BS HEADER - JOIST NORMAL DESIGN LOAD MAX LOAD WIND UPLIFT TOP FACE 2$ SHP29 18 1 5/8 9 1/2 21/2 '4.18d 14.16d 8.10d 2500 2825 885 50 2X '� 8HP213 18 15/8 13 1/2 21/2 2500 2825 885 20 2X oer_eiuni SHP218 lair 18 15/8 171/4 21/2 22.16d 3550 3550 - 885 50 4 air m I - MAXIMUM JVAILING IZE i P RODUCT CODE °. GAUGE DIMENSIONS HEADER DEPTH FASTENER SCHEDULE ALLOWABLE LOADS WIND UPLIFT • PER CTN HEADER J W H BS MIN. MAX.. HEADER JOIST 100% 115% 125% TOP FACE 2X; .11SH -222 18 15/8 23 13/4 91/4 19 1/2 (4) 10d (12) 10d (9) 10d X 1 1/2 2280 2600 2700 1295 25 4X� ;MSH -413 18 3 5/8 12 5/18 1 3/4 91/4 9 1/4 (9) 10d 3235 3405 3500 1415 50 4X' ;11SH -418 16 35/8 171/2 13/4 91/4 13 1/4 (9) 104 3235. 3720 4040 1415. 25 4X' VISH -422 18 3 5/8 22 13/4 _ 9 20 (9) tOd 3235 3720 4040 1415 25 FAC MOUNT - MAXIMUM NAI ING ' 2X MSH -222 18 1 5/8 23 1 3/4 22 1/2 (28) 10d (9) 10d X 1 1/2 2275 2800 2700 1295 25 4X; :MSH -413 ^ 18 3 5/8 12 5/18 1 3/4 12 1/4 (16) 10d (9) lCd 1890 2170 2360 1415. 50 4X :ASH-418 ''•MSH 18 35/8 17 1/2' ,13/4 17 1R - (22) 10d _ -(9) 10d 1975 2270 2470 1415 25 4X, -422 18 3 5/8 22 1 3/4 21 3/4 (28) 10d (9) 10d 2275 2815 2845 1415 25 INSTALLATION: Use a0 specified ta s t e S 4 C PRODUCT DIMENSIONS F FASTENER A ALLOWABLE LOADS GAUGE N W H H B BS H HEADER J JOIST D NORMAL M M. W WIND C CTM 2 X18 H HHP218 1 14 1 19/16 1 18 3 3 1 18-16d 4 4-16d 2 2047 2 2515 6 608 2 20 18,18 1 19/16 1 18 3 3 9 9.16d 4 4.16d 1 1215 1 1495 5 585 2 20 1 1 ' HHP318 1 16,18 2 2 9/16 1 18 3 3 9 9.16d 4 4-16d 1 1215 1 1495 5 585 - , 4 X18 H HHP418 1 14,16,18 3 3 9/16 1 18 3 3 9.18d 4.16d 1 1215 1 1495 • - 5 585 2 , ..--. E. All loads shown above are at normal duration exoept' Is h STRAP TRUSS HANGER Design Features: • Thls m purpose truss hanger design bends to fit a variety of • configurations including overhang or face mount Installations. i Materials: 18.16 gauge galvanized steel Loads: 455 - 4040 lbs. TOP MOUNT 2X SHP29 18 15/8 91/2 21/2 26-16d 3.16d 2717 3150 455 50 2X SHP213 18 1 5/8 13 1/2 2 1/2 26-16d . 3.16d 2717 3150 455 20 2)i •SHP218 18 15/8 171/4 21/2 26.16d 3-16d 2717 3150 455 50 INSTALLATION: Use all apedeed asteners In schedule o achieve values Indicated. Strap to be field- fomled over the header a minimum 0111/2'. SEE'GENERAL NOTES: 2,3,4, CODE C.OMPUANCE: S.B.C.C.L 19166, METRO DADE COUNTY REPORT 192 -0830.4 I ners ,n schedule o achieve value Indicate SEE GENERAL NOTES: ap to be fl ld- formed over the header a minimum of 11/2'. CODE COMPLIANCE; NER PE SKEWED HIP TRUSS HANGER (BOX `TYPE) Design Features: • Engineered for easy i with convenient straight nall In. design provides time saving proper installation. Materials: 18 -14 gauge galvanized steel Loads: 585.251 Ibs I NSTA L L A T I ON : U se all specified fasteners In schedule to achieve values Ind own SEE GENERAL NOTES: 2,3, 4,5,9 CODE COMPLIANCE: B.B.C.C.L 99166, METRO DADE COUNTY,REPORT 191. 0702.3 AND 192 - 00316 1c ocIALBIOLSkew ..add$,to.outaLLefLSkaw, add L HHP SHP FACE MOUNT TOP MOUNT Left Skew Sho HifliNON GRADE 111PCNORD:2*4 6WCHORD:2*4 WE • en4 1.0 AU I NA 101 an 'VA? 4* .- -73 e ; 4 • • . •, PF L.611BER No.2ND 19 SP No.2ND 19 SP No:3 19 SP • SCALE 1/2i1 SPACING : 2P IL r, ;JP 1--211•11ESIC.IL.-4.;,..1. ALLIgIABILSIRESS-- INCREASE 93X • 4 HATES AhE NUM /120-258,216 MANUFACTURED FRO N ASTI! A 146 ARD .6ALVANIZED`STEEL1EICUT AS 'SHAM FLAN MIST BE INSTALLED ON 80111 FACES OF JOINTS, .811111ETRICALLYRICEPT AS 811011N/DESIEN CONFORHS WITH ADS DESIGN SPECr AND SSBC,114-91 1 11115 DESIGN IS FOR TRUSS FABRICATION MUDS PERNA/011 AND. TEAPINIART BRACINS(811101 MANUS REDD)CONSOLT ARCHITECT E/16111EER. 517.E0F41155:44;KI • 1.214 ER .e .. 5P..E..w EERIN6. IDE51GH .1 • PIG6Y BACK HIP BRACING NC. DES. : Ea. moo UT •,:•••$4..•.:..• • - ATE fP117/D0— DAM I 11 : 411. NOS - , • "1 Version 6.0))>) Custpmer : 0 Prodect. #:.9829.75 : 56-0. TOP cop BOTTOM CHORD 1-2= 977'i 17-18=-929 2-3=-14078 18-17= 8733 3-4=71545:5 e\ 19'20= 12649 4-5=-15786 20-21= 13861 5-6=-15704 21-22= 14130 6-7=-15416 22-23= 14025 7-8=-15447 23-24= 13317 .8-9=-13952 24-25= 13755 9-10=-13452 25-26= 14898 10-11=-14506 . 26-27= 14975 11-12=-14478 27-28= 14660 12-13=-147114 28-29= 13355 13-14=-14845 29-30= 9218 14-15=-14611 30-1=-929 15-16=-13334 16-17= 97? 1 LOADIN L (ps% TOP: 'S30 15 BOTT 0 10 WEBS 2-30=-12237 2-29= 4482 3'29=-1629 3-28= 1561 4-211=-777 4-27=. 443 5-27=-232 5726=-128 6-26= 182 6-25=-527 4x6 4 4x12 4x6 3 2 46 4x6 6 5 Truss ID : TO1 Quantity : 2 7-25=-361 8-25= 4086 8-24= 823 9-24=-191 10-24= 2649 10-23= 1962 11-23=-355 12-23=-563 12-22= 219 13-22=-174 13-21=-186 14-21= 378 14-20=-716 15-20= 1450 15-19=-1537 16-19= 4244 STR:INd.: LUMB = 1.33 PLATE = 1. REPETTT1VE STRESSES NOT USED r 003687 J REACTIONS - SIZE 30=-6919 4.71 18=-6592 4.71 30 29 28 27 6x8 4x6 4x6 4x6 4 6, o - o MAX STRESSES TOP 4-5=0.725 BOTT 26-27=0.525 DEFL.E. L/760 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-17= 90 17- 1= 20 CONCENTRATED 23= 1000 24= 3100 25= 3100 Mon Mar 07 14:45:01 1994 Family # : special Top Pitch : 4./12 v-al T-e4QA Vofze e-6 y vis 51-4:4A 1/1 Pfrk. s -22, Hu-4 i" la) IA A41 IN A.c.-e VA 17:. ii1/4.tAGS lu g Loa.4 c-A-c.s. c (:Ti-otAc. IDAY- at\U ,L — - 11-t45) We C.-9.. \ Teg.toi ?,,,i)e.,,,Ji q , Tt.4.LAT 16-18=-11651 PLATE OFUE:TS (X=LEFT,Y=T0P):(j3=3.5,2),[j4=3.5,2),05=3.5,21 (j6=3.5,2) ,[j12=2.5, 4 , p =4. ,()15=2.5,2),(119=3.5.23,[120 = 0-8-!4.. 4-6 8-0 1..2 16 20-0 24-0 28-0 32-0 40-0 44-0 48-0 51-6 t sl i i I i .4-6 4-6 -01- 4-o 4-0 4-o 4 1-10L8 4-0 4-o 4-8 4-6 4-6 • .. 2-2-1-8 4-0 5x6 SPL. TOP' 411.1) r7Z.LeR. 5x6 SPL. 6x8 6x8 3x6 .3x6 103x6 7 8 9 11 4x6 12 1 4 1% .. 14 1 4x6 1 Vt 4 ;; 15 65 24 23 22 21 20 19 x12 6x12 4x6 4x6 4x6 4x6 w ialpe 42e \p 1 CV- 7x8 SPL. -14 7x8 SPL. 7x8 SPL. RISE:9-1-9 RIGHT HE. T: MINIMUM GRADE OF TOP CHORD:2*6 No BOT CHORD:2*B No WEBS :2*4 No 33 SPACING : 24.0 in NO. OF MEMBERS = 4x12 16 4x6 17 1 18 6x8 2-4 8-0 12-0 16-0 20-0 24-0 28-0 32-0 36-0 40-0 44-0 48-9 1 53-8 56-0 1 2-4 1 5-8 A-0 A-0 A-0 4-9 4-0 4-0 4-0 4-9 4-0 4-2 '5-8 2. ' L. HL TO P1( :27-3-5 LEFT HEIGHT:0-6-1 SPAN:56-8 R. HL TO PX :27-3-5 WE=B: 2-30; 3-29; 4-2E3; 25-27; 6-26: 7-25; 9-24: 11-23; 12-22: •3-21; 14-20; .tA71LEk,717C1-lag 2M --No:2ND „ 7_ , ,;•*. , • •_ r ,, - 14 - 2 - MEMBEWNMED TOGETHER W/lbd in -o or,104NAILS„10.1n.-a.c.-(CHORD AND WEBS) Kt - 'PLATESIRE 01TEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL1EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS CONFORMS NI DESIGN - SPECS, SSBC,TPI-91 THIS DESIGNS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT. BLWARCHITECT OR ENGINEER. DUE TO THE UTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING woKTRussEs, COMMENTARY AND RECOMMENDATIONS ===:<''.-"*:.C.E.S Version 6 .0) ' : . C 00 ,-,-- 7681 ].------ CuStm - • . DADE-TRUSS -. ,',.*: ..--=- • • per : 0 , n Mar k...: 14:43:07 1:4 Projt:ct #: 9829-5 „,. Truss ID : H09 :tinily # ; special Span. : 56-0 Quantity : 4 lop Pitch t 4./12 7-8=-1 6-7=-1546' 2-9:-1357.. 441 .9-10=-14)951 10-11=-14)06 11-12=-14478 12-13=-14784 13-14=-1494 14-15=-10/1 15-16=-1.04 16-17= 977:... • 'FORCES - LOAD CASE 11 1-2= : 17-18=-929 '4-30=-12237 2-3=-14070 18-19= 8733 2-29= 4482 3-4=-15453 19-20= 12649 3729=-1629 4-5=-15705 20-21= 13861 3-28=.1561 5-6=-15704 21-22= 14130 22-23= 14025 23-24= 13311 24-25= 13755 25-26= 14898 26-27= 14975 27-28= 14660 28-29= 13355 29-30= 9218 30-1=-929 u/VF7 0 045d4 4ereP b1/4/ cey4,ithcicrjew MP/ c.Gt),vc, ,L,#-Of RO -(77./pic0 .7? 4x6 4 6 2 . 29 27 6x8 4x6 4x6 6 r s, 4,_0” c/c. rt. 27c (t. /1E10 Oec x8 • __JAL — LOADING': (PSF) TOP I 30 15 BOTT 0 10 REPETIE STRESSES NOT USED LOADING STEi INCREASE LOADING UTE PLATE TYPE 1 1•31'. 1.33 UNIFORM CONCENT 2 1:33. 1.33 UNIFORM • NORMAL 7-25=-361 8-25= 4086 8-24= 823 9-24=-191 10-24= 2649 10-23= 1962 11-23=-355 12-23=-563 12-22= 219 13-22=-17 13-21=-1 14-21= 3, 14-20=-71 15-20= 14 15-19=-15 16-19= 42 16-18=-116 BS UPLIFT AT JOINT 30 BS UPLIFT AT JOINT 18 ,2),(j4=3.5,2) ,[j5=3.5,21,(j6=3. 1, j 4-28!-777 4-27=4143 5-27=-232 5-26=-128 6-26=. 182 6-25=-527 LOADIN6ND. 1 2, PROVIDE FO LOADINWOND. 1 2 PROVIDE F PLATE OFF$ETS:1X=LEFT,Y=TOP): =3:5,23,021,3.5,21,022=3 8-811 c4-6 8 „b. 3-6 4-0 4-0 4-0 4-01-10-8 1-10-8 4-0 4-0 4-0 3 .j 4-4 2-2-1-8 4-8 5,21,028= 2), 12-0 16-0 20-0 24-0 ,28-0 32-0 r 0-0 4 8-0 i 5x6 SPL. 4x6 x6 6 SPAN :56-8 REACTIONS - SIZE 30=-6919 4.71 18=-6592 4.71 _ CoAb GAG 41 ' I. Teur...? 6 OPP"( 111 T-u.- mum I ies-k",i)/ 6 ta e,1-3 Igerr 1=3 1 0 1.4 rem ?p e err ..t=oca aFfl 7 ) 4,-- S kAtP.o_prti z - 7-1 Pi c-AL. /-0-8 i 6x8 6x8 3 3x6 78 (j12= (j13=2.5 2I 014=2 5.23.015=2.5,21,f 3x6 4x6 12 4x6 13 4x6 4x6 A 16 1 6 25 24 23 22 21 20 19 18 4 6 frx12 6x12 6x12 4x6 4x6 4x6 4x6 6x8 zLb 7x8 SPL. i -0 0 16-0 20-0 24-0 28-0 32-0 36-0 40-0 44-0 48-0 1 53-8 56-0 245-8 4-0 4-0 4-0 4-0 4-0 4-0 4-0 4-0 4-0 40 '5-8 2-4 • i L. HL T PR:27-3-5 LEFT OGHT:0-6-1 MAX STRESSES TOP 4 BOTT 26-27=0.525 DEFLA425=0.44 , L/360 RISE:9-1-9 PANELIPLF) / JOINTS1LBS) 1-17= 90 17- 1= 20 RATED 23= 1000 24= 3100 25= 3100 (NONE)' 1-17=-36 17-18=-100 18-30= 10 30- 1=-100 77,P :w Pi' E' 5x6 SPL. 7x8 SPL. MINIMUM GRADE TOP CHORD:2*6 BOT CHORDr203 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS OF LUMBER No.2ND No. ID No.: 19 in.. o. = 2 6-0 ; 084 4x6 1? R. HL TO PR :27-3-5 RIGHT HEIGHT:0-6-1 1994 WEB: 2F730: 4-28; 5-27; 6-26; 7-25: 9-24; 11-23; 12-22; 13-21 ; 16-1S 4TO BE 211(6 No.2ND 1 SP it 2 MENBERSIAILED TOGETHER W/16d NAILS 12 in .e.c, 0r,104 4 4 LATES , AREMEKA20 ,- 258;216:MANUFACTURED FROM latV44610 1 - GALVANIZEDSTEELIEXCEPT AS SHOWN)._ ....PLATE FACE OF JOINT, SYMNETRICALLYMICEPTAS SHOW }DESIGN CONFORMS WITH NDS DESIGN PECS, SSBC,TPI-91 THIS DESIGNLII FOR TRUSS FABRICATIONANlY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT '6 ARCHITECT OR ENGINEER. ME OF THIS EXTRA SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD-TRUSSES, COMMENTARY AND RECOMMENDATIONS -20: 15-19 ,[j20 • Version Cusithmer : C) • Prcia§ct # 9829-5 , : 56-0 C 00 BOTTOM CHORD 1-2= 9 r, 17-18=-929 2-3=-1 822 18-19= 8247 374=-1 291 4-5=-1 67.6 1 110 5-6=-16623 21-22= 13285 6-7=-11243 22-23= 13153 7-8=-15274 23-24= 12420 .8-9F-12971 24-25= 13216 9-10=-12775 25-26= 15770 10-11=-13566 26-27= 15820 11-12=-13539 27-28= 15459 12-13=-13064 28-29= 14061 13-14=-14004 29-30= 9704 14-15=-137b9 30-1=-929 15-16=-12589 16-17= 977 WEBS 2-30=-12823 7-25=-360 2-29= 4721 8-25= 5844 3-29=-1721 8-24=-1003 3-28= 1672 9-24=-191 4-28=-838 10-24= 2312 4-27= 508 10-23= 1987 5-27=-278 11-23=-349 5-26=-83 12-23=-598 6-26= 2246 12-22= 255 6-25=-2534 13-22=-220 13-21=-141 14-21= 314 14-20=-655 15-20= 1339 15-19=-1445 16-19= 4005 16-18=-11066 PLATE.OFFSEiS (X=LEFT,Y=TOP):(j3=3.5,2),[j4=3.5,21,(j5=3.5,2),Ei6=3.5,2],[j12=2.5,2],(j13=2.5,2) ,014=2.5,2),(115=2.5,2],[j19=3.5,2],[j20 =3 . 5,2],[ j 21=3 . 5 , 21 , 522 = 3 . 5 , 2 7,0 23 = 7 , 2 ],[j 2 4=6,23,025=5,2),(j26=3,21,027=2.5,2],028=2.5,2],fj29=3,3j, 0-874 8-0 12 16 20 24 28-0 32-0 40-0 44.-0 48-05 1-6 56-0 1 0-8-4 t i 4-6 3 4-0 4-0 4-6 4-0 1.- 1.-id-s 4-o 4-0 4-0 3-6 4-6 2-2-1-8 4 5x6 SPL. 4x6 4x12 1 30 6x8 L. HL TO PH:27-3-5 LEFT HEIGHT: LOAD* (PSF) * L TOP BOTT 0 10 6 0) • Truss ID : H09A Quantity : 4 4x6 4x6 6 4x6 5 4x6 4 3 „....:e;.$ ?.., % _ ,,„, __. . - ',. .c. -.1., 7x8 SPL. 6x8 6x8 3 . 3x6 .1. 8 9 - rr 003682 j REACTIONS 30=-7247 - 18=-6265 MAX STRESSES TOP 4-5=0.755 BOTT 26-27=0.554 DEFL.E. L/360 SIZE 4.71 4.71 3x6 1011 4x6 12 V 0 P 7x8 SPL. SPAH:56-0 RISE:9-1-9 TOP Glit) F'XLE.le DADE-TRUSS- === Mon Mar 07 14:4725 1994 Family # : special Top Pitch : 4./12 5x6 SPL. 4x6 13 4x6 14 4x6 4x12 16 4x6 _ 17 29 28 27 26 25 24 23 22 21 20 19 5x8 4x6 4x6 6x8 6x12 6x12 6x12 4x6 4x6 4x6 4x6 7x8 SPL. MINIMUM GRADE OF LU TOP CHORD:2*6 No. BOT CHORD:2*8 No. WEBS :2*4 No. 1 6x8 2 1 8-0 12-0 16-0 20-0 24-0 28-0 32-0 36-0 40-0 44-0 48-0 53-856-0 2 '5-8 4-0 4-6 4-0 4-9 4-0 4-0 4-0 4-0 4-0 4-0 5-8 2 H. HL TO PH :27-3-5 RIGHT HEIGHT: STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. REPETITIVE STRESSES NOT USED , .. NO. OF MEMBERS = - LOADIN6 SYRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LGMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-17= 90 17- 1= 20 CONCENTRATED 23= 1000 24= 1000 25= 3100 26= 2100 .,. (---: WEB: :4.. 3-29; 4-28; 5-27; 6-26; 7-25; 9-24; 11.-23; 127221,' . 4. 111 .2*4,-----t40:;2141)----.*--SP*-' -*"' 11_.. 1.47-2.01:, .15-749 -.--41-2-MEMBERO-NAILEB TOGETHER-. W/16d-NAILS-12 ini or 10d 10 in. �.t. (CHORD AND WEBS) t$ -- PLATES. ARE KITEK M20-258,216 MANUFACTURED FROM WM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST DE INSTALLED* ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH t4i DESIGN SPECS, SSBC4TPI-91 THIS DESIGNIS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) INSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD: TRUSSES, COMMENTARY AND RECOMMENDATIONS 18 Version 6.2 . 003687. o # 9829-5 : 56-0 Customer Fred ect apct -a = TOP CHORD 1-2= 9 2-3-15566 3-4=-17137 (-N 4-5=-17566 5-6=-16207 6-7=-13957 7-8=-13985 .8-5=-11998 9-10=-11998 10-11=-12625 11-12=-126G0 1M3=-12945 13-14=-13113 14-15=-12927 15-16=-11845 16-17= 971. PLATE OFFITS (X=LEFT,Y=TOP):03=3.523 [34=3.5 [j5=3.52],[j6=3.5,21 012=2.5,2],013=2.5,2) 014=2.5, 0 - - 8--0 12-0 16--0 213-0 24-3 ,28-0,32-0 1E3-13 44-13 48-43 4-6 3-6 4--(3 4-o 4--(3 4_01_ 4--(3 4-3 4-0 2-2-1-8 4 - 0 4x6 4x6 , .. 4x6 5 . „ 4xt. ,4 8x14 2 _____-•=7- • . , 1. --...... -. 4,,,, • _ 4x6 C , LOADIG (PSF) L TOF' 30 t5 BOTT 0 10 BOTTOM CHORD WEBS 17-18=-729 2-30=-13408 18-19= 7762 2-29= 4960 19-20= 11237 - 3-29=-1813 20-21= 12264 3-28= 1783 21-22= 12440 4-24=-899 22-23= 12280 4-27= 573 23-24= 11524 5-27= 1777 24-25= 12158 5-26=-2139 25-26= 15375 6-26= 3887 26-27= 16665 6-25=-4130 27-28= 16258 28-29= 14767 29-30= 10190 30-1=-929 5x6 SPL. Truss ID : H093 Quantity : 4 7-25=-352 8-25= 5084 8-24=-666 9-24=-191 10-24= 1975 10-23= 2012 11-23=-343 12-23=-634 12-22= 292 13-22=-265 13-21=-95 14-21= 249 14-20=-594 15-20= 1228 15-19=-1354 16-19= 3766 16-18=-10480 1 2-4 1 8-0 2 1 5-8 L. HL TO PH:27-3-5 LEFT HEIGHT:0-6-1 ?x8 SPL. 1 6x 6x8 3x 3 x 9 6 8 REACTIONS - SIZE 30=-7574 4.71 18=-5937 4.71 30 29 28 27 26 25 6x12 5x8 4x6 6x8 6x8 6x12 24 23 6x12 6x12 7x8 SPL. (((_( Mon Mar 07 14:43:45 1994 Family # : special Top Pitch : 4./12 -- Cd4S .3 7 Ghts. F/4L.,e7e 5x6 SPL. 2),E)15=2.5,23,(319=3.5.23.1320 51-6 56-0 ,0 i - 6 4-6 10 4x6 12 4x6 13 4x6 14 "Ix F 15 , 4x10 .: 4x6 4.' .4:•• 16_ 17 22 21 20 19 4x6 4x6 4x6 4x6 7x8 SPL. 1 18 6x8 12-0 16-0 20-0 24-0 28-0 32-0 36-0 40-0 44-0 48-0 1 53-8 56-0 4-o 4-o 4-o 4-o 4-e 4-o A 4-0 4-0 4-o '5-8 2 SPAN:56-0 a.. MAX STRESSES TOP 4-5=0.379 BOTT 26-27=0.587 DEFLAl26=0.44 < L/360 R. HL TO PR :27-3-5 RISE:9-1-9 RIGHT HEIGHT:0-6-1 Ikg. : LUMB = 1.33 PLATE = 1.33 REPETXTIVE STRESSES USED LOADING SiRiSS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-17= 90 17- 1= 20 CONCENTRATED 23= 1000 24= WEB: 3-29; 4-28; 5-27: 6-261 7-25: 9-24; 11-:23: 12-22; MEMBfRS NAILED •TOGETHER W/16d NAILS 12- in. o.c7 or 106 NAILS, 10 in. ti.E. ( AND WEBS SI PLATES ARE !$ITEK N20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATEsMOST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND ESIGN SPECS, SSBC,TPI-91 THIS OESISN'IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD) NSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE. 4TREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD TRUSSES, COMMENTARY AND RECOMMENDATIONS SPACING 24.0 NO. OF MEMBERS = 1000 25= 1000 26= 2100 27= 2100 MINIMUM GRADE OF LUMB TOP CHORD:2*6 No.2t BOT CHORD:2*3 No.1 WEBS :2*4 No.* 1 1394 = = = -21; 14-20: 15-19 ==.17..<<A.C.E.-8 Version Cuvitbmer : 0 Project #: 9829-5 . : 56-0 TOP CHORD BOTTOM CHORD 1-2= 9/7!' 17-18=-929 2-3=-16318 18-19= 7276 . 3-4=-17973 e\ 19-20= 10531 4-5=-16704 4 20-21= 11465 5-6=-14454 21-22= 11595 6-7=-12672 22-23= 11408 7-8=-12677 23-24= 10628 -8-9=-11021 24-25= 11100 9-10=-11021 25-26= 13713 10-11=-11684 26-27= 15923 11-12=-11661 27-28= 17057 12-13=-12025 28-29= 15473 13-14=-12223 29-30= 10675 14-15=-12085 30-1=-929 15-16=-/1101 16-17= 177 5x6 SPL. 1-/D -8 !,4x6 1 2-4 5-8 Lo4INq (PsF) L D TOP , 15 BOTT 0 10 WEBS 2-30=-13994 2-29= 5199 3-29=-1905 3-28= 1894 4-28= 1140 4-27=-1595 5-27= 3302 5-26=-3667 6-26= 3005 6-25=-3273 6.0 • 30 29 28 2? 26 25 24 6x12 5x8 6x8 6)(0 4x6 6x12 6x12 7x8 SPL. [ 003684 DADE-TRUSS-.. === Mon Mar 07 14:44:02 1994 Truss ID : HO9C Family # : special Duantit/ : 4 Top Pitch : 4./12 7-25=-544 8-25= 4325 8-24=-329 9-24=-191 10-24= 1638 10-23= 2037 11-23=-338 12-23=-669 12-22= 328 13-22=-311 13-21=-49 14-21= 184 14-20=-533 15-20= 1117 15-19=-1262 16-19= 3527 16-18=-9895 REACTIONS - SIZE 30=-7901 4.71 18=-5610 4.71 LOAD coi.sE. *4 PLATE OFESEIS (PLEFT,Y=T0P);(13=3.5,2),(j4=3.5,2],[15=3.5,2],[j6=3.5,2],[j12=2.5,23,1j13=2.5,2],[j14=2.5,2],[j15=2.5,2],[j16=4.5,21,1)19 ,=3 . 5 , 2 ],M0= 3 . 5 , 2 1,b 21 = 3 . 5 , 2 ],[j 22 = 3 . 5 , 2 ],[123=7,2],[j24=6,2),[j25=5,2],[j26=2.5,2],[j27=3,2),[j28=3,2),029=4,3). 0-8-4.4-6 8-0 12-0 16-0 20-0 24-0 1 211-0 1 321-0 40-0 44-10 48-051-6 56-0 R-ft- 4 1 .1; 4-6 3-6 4-e 4-e 4-0 4...91_0L8 1-40-8 4-0 4-0 4-e 4-6 •-6 " 2-2-1-8 4-0 5x6 SPL. 6x 6x8 7/1.9111 3x6 .3x6 3 4x6 7 8 9/j0 4x6 4x6 4x6 5 1 -„ 4x6 11 4x6 4x6 o 8x14 3 , v, - 14 4x6 h' el, 15 - CZ . •q l k y MAX STRESSES TOP 3-4=0.394 BOTT 27-28=0.596 DEFLAI26=0.41 L/360 23 22 21 20 19 6x12 4x6 4x6 4x6 4x6 7x8 SPL. 7x8 SPL. LUMB = 1.33 PLATE = 1.33 REPETITIVE STRE USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-17= 90 17- 1= 20 CONCENTRATED 23= 1000 24= 1000 25= 1000 27= 2100 28= 2100 4x10 16 4x6 1? _ 18 6x8 12-0 16-0 29-0 24-0 28-0 32-0 36-0 40-0 44-0 48-0 1 53-056-0 1 4-0 4-0 4-0 4-0 4-0 4-0 4-0 4-0 4-0 4-0 '5-8 2 L. UL TO Pk :27-3-5 LEFT EIGHT:-6-1 SPAN:56-0 RISE:9-1-9 RIGHT HEIG -1 H. HL TO PH :27-3-5 HT MINIMUM GRADE OF LUM WEBS NO. OF MEMBERS = 2 TOP CHORD:2*6 No.1 SPACING : 24.0 in. 1 0 BOT CHORD:2*8 No.1 :2*4 0 1994 , . WEB; 2-130; 4-28; 5-27; 6-26; 7-25; 9-24; 11-23; 12-22; 14 15-19 T. BE .246, No. 214I) SF . __26_2_,NENBER8..NAILEIL TOGETHER 11/16d NAILS 12 in..a.c-. or 10d NAILS -10 in. o.c. (CHORD AND WEBS) ** PLATES AR f MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATENUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALtYlEXCEPT AS SHOWN1DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIPOS FOR TRUSS FABRICATION DNLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING wqop COMMENTARY AND RECOMMENDATIONS , t, <<< E.S Version r : 0 � ect #: 9829-5 S ° : 56 - 0 pan^ TOP CHORD ' BOTTOM CHORD 3-4=-1 e\ 19-20= 9826 3-29= 103 8-24=9 4-5=-14330 `~2O-2 = 10666 3-28=-532 9-24=-191 5-6=-12702 21-22= 10751 4-2i= 2472 10-24= 1301 6-7=-11386 22-23= 10536 4-27=-3011 10-23= 2062 7-8=-11468 23-24= 9732 5-27= 2199 11-23=-332 8-9=-100 24-25= 10042 5-26=-2562 12-23=-705 9-10=- 25-26= 12050 6-26= 2124 12-22= 365 10-11=-1 26-27= 13594 6-25=-2415 13-22=-357 11-12=-1 27-28= 15734 13-21=-4 12-13=- 28-29= 16179 14-21= 119 13-14=-11332 29-30= 11161 14-20=-472 14-15=-1 30-1=-929 15-20= 1005 15-16=10357 15-19=-1170 16-17= 97I 16-19= 3288 ^ ° 16-18=-9309 vL [j5=3,5,2],[j6=3 5 2 ],[j12=2.5.2],[j13=2 ' 5 2 ,(jm=f ) `2][j16=4,5`2],U1Y 4 = o.z4Uzo=a.n,z],[jZ\= 3 . 3 , 2 ],U22=3.5,2],[�D=7 / 2],[j24=6,2],U2XS, ,[j26=2.5,2],[j27=2.5`*[ f �= ,), ' �.^ 0-11-141 � 4 �B &0 1.6-0 20-0 - ��- 2W0 � 44 &0 �� - 51 - 6 �� - >0-�x& - .4-6 4-6 4-9 4—o 4—&0 4-01- 1-0L8 4-0 4-0 4-0 3'.--.6 46 ' ` ' 2-2-1-8 4-&� ' 5x6 SPL. LOADING (PSF) � D TOP 15 BOTT {+ 0 10 . � 4x6 4x6 4 8x14 � 2 - 6^0>)) 7x8 SPL. Truss ID : HO9D Quantity : 4 STR.I : � = 1. PLATE = 1.33 REPETITIVE STRESSES USED _ REACTIONS - SIZE 4.71 18=-5283 4,71 1-10-8 6x8 6x8 3x6 -3)46 4x6 6 � Y^ N °^ � 1 If C 003685 ] 30 �� 24 23 22 6x12 8x10 6x8 4x6 4x6 6x126x126x12 4x6 MAX STRESSES TOP 347 BOTT 28-29=0.570 DEFL.@25=0.37 < L/360 = PANEL(PLF) / QDNTS(0G) 1-17= 90 17- 1= 20 23= 1000 24= 1000 25= 1000 28= 2100 29= 2100 <<<<-D -TRUSS->>>>===` Mon Mar 07 14:44:23 1994 Family # : special Top Pitch : 4./12 5x6 SPL. ~� ~^ �~ -&B �=�=��-==� -&0 32-0 36-0 ��-� - &� &� � ~" 20 7x8 SPL. 7x8 SPL. 2-4 8-0 12-0 � 4x6 4x6 �--K0 / | �� - �� - ] L. ~ ��~� ~.. ��. .2«_3_5 R. HL TO PH :27-3-5 LEFT _ _�____ _ 8�� 8��K�—�—� �� RISE:9_1_9 RIGHT HEIGHT:0-6 MINIMUM GRADE OF LUMB TOP : 6 No.2N BOT CHORD:2*8 No.1D WEBS :2*4 No.3 SPACING : 24.0 in. NO. OF MEMBERS = 2 19 18 4x6 6x8 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE CONCENTRATED , : `r WEB: 2-Z03-29, s-��. �_��. �_n =' 9-24 '4 .. �� 1:2-22 1.1ET4a 3E1 BE: �0, ~ . �"' '�� r-��v ��-�a� ; � / MEMBERS NAILED TuGE/HERAu16u NAILS n in. "" ' wuNAno m in. ..''moRv-AND susy-°^ ENGINEER. PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS SIGN SPECS, SSBC,TPI-91 THIS DESIGNAS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)C ULT BLDG ARCHITECT OR DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD COMMENTARY AND RECOMMENDATIONS • • ===it‹..,i,A.C.ES Version Customer : 0 ProdOct #: 9829-5 , Spari TOP CHORD 1-2= 977:: 2-3=-11932 3-4=-12770 e 4-5=-12644 '4 5-6=-12131 6-7=-11430 7-8=-114bl 8-9=-10434 9-10=-10437 10-11=-11411 11-12=-1108 12-13=-12136 13-14=-12644 14-15=-127,70 15-16=-11932 16-17= '7Z :4k6 1 30 6x8 ! .11 • LOADI04 ( PSF ) • L D TOP I ;30 1.'5 BOTT :? 0 10 BOTTOM CHORD 17-18=-925 18-19= 7818 19-20= 11320 20-21= 12114 21-22= 11995 22-23= 11513 23-24= 10251 24-25= 10251 25-26= 11513 26-27= 11995 27-28= 12114 28-29= 11320 29-30= 7818 30-1=-929 4x6 4x10 3 2 WEBS 2-30=-10549 2-29= 3794 3-29=-1124 3-28= 951 4-28=-202 4-27=-168 5-27= 438 5-26=-799 6-26= 958 6-25=-1281 • 5x6 SPL. 4x6 4x6 6 4x6 5 4 -........ . = ' 1.---- ‘• zx % N 7x8 SPL. Truss ID : HOE Quantity : 4 7-25=-336 8-25= 2818 8-24= 778 9-24=-191 10-24= 778 10-23= 2818 11-23=-336 12-23=-1281 12-22= 958 13-22=-799 13-21= 438 14-21=-168 14-20=-202 15-20= 951 15-19=-1124 16-19= 3794 [ 003686 ) REACTIONS - SIZE 30=-5976 4.71 18=-5976 4.71 • , - 16-18=-10549 PLATE OFFSETS (X=LEFT,Y=TOP)103=3.5,2],04=3.5,2],(j5=3.5,2),[j6=3.5,2),[j12=2.5,2],013=2.5,21,014=2.5",2),U15=2.5,2],[j19=3.5,2),U20 = , 0-874. 4-6 8-0 12-0 16-0 20-0 24-0 28-0 32-0 40-0 44-0 48-0 51-6 56-0 0-8-4 11 1 1 ..... I I if I 4-6 3-6 4-0 4-0 4-0 4-0 1-10- 8 1- 14e1-8 4-0 4-0 4-0 3-6 4-6 2-2-1-8 4-0 /-AO -6 6x8 6x 3 3x6 789 1011 x6 4x6 12 4x6 Ir=s‘=-•=. 13 4 , 0 / 29 28 2? 26 25 24 23 22 21 20 19 4x6 4x6 4x5 4x6 6x12 6x12 6x12 4x6 4x6 4x5 4x6 7x8 SPL. 44 ' 7PP F/L.L.Eit 5x6 SPL. 7x8 SPL. • -4 1 8-0 12-0 16-0 20-0 24-0 28-0 32-0 36-0 40-0 44-0 48-0 il4 '5-8 4-0 4-0 4-o 4-0 4-o 4-o 4-o 4-o 4-o 4-o L. HL TO PR:27-3-5 LEFT HEIGHT:0-6-1 SPAN :56-8 RISE :9-1-9 MAX STRESSES TOP 7-4=0.225 BOTT 20-21=0.425 DEFLA27=0.75 L/360 DADE,-TRUSS- ...)).,=== Mon Mar 07 14:44:41 1994 Family # --: special Top Pitch : 4./12 4x6 14 4x6 15 4x10 MINIMUM GRADE OF LUM TOP CHORD:2*6 No.' BOT CHORD:2*B No. WEBS :2*4 No. SPACING : 24.0 in. NO. OF MEMBERS = 2 16 4x6 1.? 1 18 6x8 , 53-8 56-0 i I 5-8 2-4 R. HL TO PR :27-3-5 RIGHT HEIGHT:8-6-1 LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-17= 90 17- 1= 20 CONCENTRATED 19= 240 20= 240 21= 240 22= 240 23= 1240 24= 12 74 25= 1240 26= 240 1 C 27= 240 28= 240 29= 240 ;. 4273.01 Z29 r, 5-27-4 • 6-26 T , 9-24.-' 1_231 . 3-21 t 14-20 15- 16-j TO BE 2*6 No .2ND 19 - -- It 2 MEMBERS NAILED TOGETHER W/16d.NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. iCHORD AND WEBS) It PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT A5 SHOWN) PLATE MUST PE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH DS DESIGN SPECS, SSBC,TPI-91 THIS DESIGNAS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE tXTREME SIZE OF THIS TRUSS EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: . . . • ==. Version 6. r 003676 3 --- CustOmer : 0 Project #: 9829-5 \ i Truss ID : HOE .. . Spap' : 56-0 Quantity : : - FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 9 1 15-16=-942 2-26=-829 7-21= 813 26=-4656 4.71 2-3=-9269 16-17= 5983 2-25= 2955 8-21=-360 '16=-4656 4.71 3_4:-987& 17-18= 8793 3-25=-794 9-21= 813 4_5:-9477 18-19= 9179 3-24= 453 9-20=-945 5-6=-9485: 19-20= 8553 4-24=-144 10-20= 2058 6-7=-8820- 20-21= 8820 4-23=-280 10-19= 850 7-8=-9191 21-22= 8820 5-23=-423 11-19=-423 -8-9=-9191. 22-23= 8553 6-23= 850 12-19=-280 9-10=-8820 23-24= 9179 6-22= 2058 12-18=-144 10-11=-94a5 24-25= 8793 7-22=-945 13-18= 453 11-12=-9477 25-26= 5983 13-17=-794 12-13=-9676 26-1=-942 14-17= 2955 13-14=-9249 14-16=-8294 14-15= 991' LOADING COND. # 2, PROVIDE FOR 909, LBS UPLIFT AT JOINT 26 LOADING COND. # 2. PROVIDE FOR 909, LBS UPLIFT AT JOINT 16 PLATE OFFSETS (X=LEFT,Y=TOP):Ij7=3.5,21,09=2.5,2],[j17=3,4),U18=5,3),020=5,23,021=6,2),U22=3,2],[j24=5,31.(i25=9.41, 0-8-4: 4-7-3 9-2-6 14-1-12 23-0 28-0 32-0 - 37-7-3 46-9-10 56-0 0-8-4 : . 4-7-3 4-7-3 4-11- 4-7-3 -0 4-o 4-7-3 -3-1 '4-11- 4-7-3 4-3-1 1-0 3x6 4x5 5 4x5 4 12x16 3 - 2 LOADITIO (PSF) TOP w30 15 BOTT ! 0 10 -r 5x6 ;PL. 1E1 *2-0 4x6 6x8 3 6 2 --) 8 6x2 x 2 (Ae o‘ 1-0 7"Or e Fa.1...E72 6x8 6 4x6 9 10 3x6 11 4x5 12 4x5 SPL. SPACING : 24.0 in. NO. OF MEMBERS = DADE-TRUSS->>>>=== Mon-Mar 07 14:4139 1994 Family # : special Top Pitch : 4./12 4-7-3 5x6 SPL. --=-1..a.4,,,, 13 14 4x6 12 x16 20 19 18 17 16 8 4x8 10)(10 6x12 6x12 41-10-4 53-8 37-7-3 46-9-10 561.12J 4-4 6- -6 4-11- 5-7-3 -0 5-7-3 -3-14-11A 6-10-6 ' ' L. HL TO PX:24-2-15 R. HL TO PH :24-2-15 LEFT HEIGHt:0-6-1 SPAN:56-0 RISE:8-2-1 RIGHT HEIGHT:0-6-1 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 3-4=0.623 TOP CHORD:2*6 No.2ND 19 SP o . 1D BOTT 18-19=0.65B BOT CHORD:2*8 N DEFLAJ21=0.57 L/360 WEBS :2*4 No.3 1111 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-15= 90 15- 1= 20 CONCENTRATED 20= 1000 21= 1000 22= 1000 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-15=-36 15-16=-100 16-26= 10 26- 1=-100 WEB: q2--;26; 8-21: 9-20; 14-16 TO BE 2*6 No.2ND 19 SP WEB 2 7 9-21; 9-20; ,10-1/0.4-16 BRACED- at 1/Z •POINTS AS-SHOWN ABOVE. - NotelUsm 1.14 or, 2:3 Cot.Bracing annflw/2.1:1_64.1s,or T-brace_of same size and grade as-web connA: rrow face w/10d nails 6-in. o.c, PATES AR NITEK M20-258,216 MANUFACTURED FROM ASTM A 446 SRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHONN)DESION CONFORMS WITH S DESIGN SPECS, SSBC,TPI-91 THIS DESIWIS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING wimp TRUSSES, COMMENTARY AND RECOMMENDATIONS ^• ` = �/ Version 6,01)>>>> [ 003675 ] Cus^tpmer : 0 — Project #: 9829-5 • Truss ID : H07 . Span:, : 56-0 Quantity : 2 ""1 DE-TRUSS->>>=== Mon Mar 07 14:41:20 1q94 Family # : special Top Pitch :4./12 FORCES - LOAD CASE 01 REACTIONS - SIZE 1-2= 15-16=-942 7-21= 813 26=-4656 4.71 2-3=-9269 16-17= 5983 2-25= 2955 '16=-4656 4.71 3-4=-9676 A, 17-18= 8793 3-25=-794 9-21 4-5=-9477: ~° 18-19= 9179 -24= 453 9-20=-945 5-6=-9485 19-2 8553 4- 20= 2058 6-7`-0820* 20-2 8820 4-23=- 10-19= 7-8=-919Z 21-22= 8820 5-23=-423 11-19=-423 `U 919 22-23= 8553 6-23= 850 12-19=-280 9-10=-8820 23-24= 9179 6-22= 2058 12-18=-144 10-11=-94 24-25= 8793 7-22=-945 13-10= 453 11-12=-94 25-26= 5903 13-17=-794 12-13=-96 26-1=-942 14-17= 2955 13-14=-92$9 14-16=-8294 14-15= Y91-- LOADING MD. # 2, PROVIDE FOR 909, LBS UPLIFT AT JOINT 26 LOADING COND. 0 2, PROVIDE FOR 909, LBS UPLIFT AT JOINT 16 PLATE 0FFSETS (X=i[FT,Y=TUP):[j7=3,5,2],[jY=%.5,2],[j17=3,4},[j18=5,3],[j2O=5,2],[j2l=6,2]/[j22=3,2],[j24=5,3],[j2S=Y,4],' &8-8-4-� 7-�� 9-2-6 4�-1- 2 3-&� � 8-&� 2-�� 37-7-1 ' f46-9-10 6-�0 `��-a-�& ' • 4-7-3 4-7-3 4-1�-� �&-�-� ' ��-�� 4-0 4-7-3 4_7_3 / ' 4-3-1 1-0 1-0 4-7-3 • • � • 4x5 12x16 3 -3, 26 25 24 23 22 21 20 19 18 17 16 18-4-13 41-10-4 53-8 ; 9-2-6 �-�& | � 28-0 32-0 37-7-3 = �� &0 -~ �� ~ ~^ �= °= 1 46-9-10 - ][, HK: TO PH: 15 LEFT IGH:0-6-1 6- 5x6 SPL. 4x6 6x8 3x6 67 5 4 4x5 6x8 3x6 4x6 8 9 1&9 @ � - 7x8 SPL. 7x8 SPL. 5x6 SPL. 3x6 11 4x5 ~ _ 12x16 � R. HL TO PH :24-2-15 SPAN:56_0 RISE:0_2_1 RIGHT HEIGHT:0_6_1 LOADING (PSF MINIMUM GRADE OF LUMBER BOTT �30 1 BOTT 18-19=V.b58 � L/360 BOT- CHORD :2*8 No.1D ��SP ""'` / DEFL.@21=0.57 �v u��.@21=o.57 ! L/360 WEBS :2*4 No. ' in REPETITIVE STRESSES NOT USED SPACING " ^ ' N�. OF MEMBERS = 1 LOADING l PAN[L<YLF> / JOINTS(LBS) LIMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-15= 90 15- 1= 20 | . CONCENTRATED 20= 1000 21= 1000 22= 1000 2 4.33 1.33 UNIFORM (NONE) 1 .- NORMAL 1-15=-36 15-16=-100 16-26= 10 26- 1=-100 W M • . ,^ `- • -Note:Use-Ix:I-or -20 Cont :Bracing -conn - nailsior - T-brate - of same size and oradt as Wm. WOW if/10d nails 6 in. o.c. PLATES ARE WITEK M20-258,216 MANUFACTURED FROM ASTM A.446 GRP A GALVANIZED ,STEEE(EXCEPT ,AS SHOWN PLATEAUST PE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS D.ESIGN.'IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD TRUSSES, COMMENTARY AND RECOMMENDATIONS = Version 6.0 [ 003680 Custemer : 0 Project #: 9829-5 Span• : 56-0 1059. 13-14=-1007 ° FORCES - LOAD CASE #1 11: 92i1. ,-14=-1007 2-24=-8852 4- 15= 6578 2-23= 238' 3-4=-987g eN 15-16= 8786 3-23=-777 4-5=-9418. "16-17= 9179 3-22= 459 5-6=-10684 17-18= 8928 4-22=-140 6-7=-11141 18-19= 10684 4-21=-349 7-8=-11141 19-20= 10684 5-21= 340 . 8-9=-10684 20-21= 8928 5-20= 2827 9-10=-9418 21-22= 9179 6-20=-1125 10-11=-9676 22-23= 8786 6-19= 853 11-12=-9262 23-24= 6578 12-13= 1059 24-1=-1007 LOADING COND. # 2, PROVIDE FOR 909, LBS UPLIFT AT JOINT 24 LOADING COND. # 2 PROVIDE FOR 909, LBS UPLIFT AT JOINT 14 PLATE OFFSETS tX=LEFT,Y=TOP):[j5=5,3.5],[j6=3.5,2],[j8=2.5,2],[j9=5,3.5],[j15=3,31,[j16=5,3],[j18=5,3],[j19=6,2],[j20=3,3],[j22=5,3],[j23 =3,3], 6--S-4 9-2 1 14-1-12 ... '5-1 • 4-1 '4-11-12 5-0 4-0 4-0 '5-0 4-10-4 'A-1 '5-1 12 4-10-4 4-11-12 5x6 SPL. 5x6 SPL. 5x6 SPL. g-4 9-2 2 6-10 L. HLit0 PX:20-0-5 LEFT 1EIGHT:0-6-1 Loppioo (PSF) L D TOP ; .'30 15 BOTT ! 0 10 4x5 4x5 4 12x163 4x6 2 1 19-0 1 1.4-1-12 4-11-12 7-19=-360 8-19= 853 8-18=-1125 9-18= 2827 9-17= 340 10-17=-349 10-16=-140 11-16= 459 11-15=-777 12-15= 2383 12-14=-8852 Truss ID : H06 n Quatity : 2 REACTIONS - SIZE 24=-4656 4.71 14=-4656 4.71 779P47/6 '8x10 4x6 3x6 4x6 8x10 9 4x5 5 10 4t e 0 1 24 23 22 21 20 19 18 6x12 5x6 10)(10 4x5 7x8 6x12 7x8 17 8x10 SPL. 8x10 SPL. p4-0 28-0 32-0 37-0 '5-0 4-0 4-0 DADE-TRUSS->> - MOn Mai- 07 14:42:48 1994 Farnily # special Top Pitch : 4./12 1 24-0 28-0 32-0 1 3 . 7-0 11-10-4 :507,171,56-0 16 15 4x5 10x10 5x6 6x12 46-10 41-10-4 53-8 4-10-4 6-10 4x5 11 12x16 --_7= 12. 4x6 — 13 a 14 56-0 2 R. NI, TO PH :20-8-5 SPAN:56-8 RISE:6-18-1 RIGHT HEIGHT:0-6-1 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 6-7=0.762 TOP CHORD:2*6 No.2ND 19 SP BOTT 18-19=0%757 SOT CHORD:2*8 No.11) K* DEFLA19=0.66 . L1:60 WEBS :2*4 No.: 1 401( SPACING : 24.0 in. REPETITIVE STRESSES NOT USED No. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) . LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-13= 90 13- 1= 20 CONCENTRATED 18= 1000 19= 1000 20= 1000 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-13=-36 13-14=-100 14-24= 10 24- 1=-100 (-4 WEB': 6-20; 7-19; 8-1p; 12-14 TO BE 2*6 No.2ND 19 SP '' - ' - ---- Note:Ose 114 ar Cwt. conn.02-Bd neilsior of sans size and grade as narrow face 6 _ PLATES ARUITEV02072511,216 MANUFACTURED FROM AST?) A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST .E 1NSTALLED FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WIT NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGKIS FOR TRUSSJABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE E SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD' TRUSSES. COMMENTARY AND RECOMMENDATIONS ===e,0,<A.C.E.S Version 6,..) . [ 003679 -.) Cust9mer : 0 Mon Mar 07 14:42:27 1 , Pro,3ect #: 9829-5 \ Truss ID : H05 ' Family # : special Span: : 56-0 Quantity : 2 Top Pitch : 4./12 ' ,' FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 1059: 13-14=-1007 2-24=-8852 7-19=-360 24=-4656 4.71 2-3=-926? 14-15= 6578 2-23= 2383 8-19= 853 . 14=-4656 4,71 3-4=-967 , 15-16= 8786 3-23=-777 8-18=-1125 4-5=-94111 ' 16-17= 9179 3-22= 459 9-18= 2827 5-6=-4684 17-18= 8928 4-22=-140 9-17= 340 6-7=-11141 18-19= 10684 4-21=-349 10-17=-349 7-8=-11141 19-20= 10684 5-21= 340 10-16=-140 8-9=-10684 20-21= 8928 5-20= 2827 11-16= 459 9-10=-9418 21-22= 9179 6-20=-1125 11-15=-777 10-11=-967.6 22-23= 8786 6-19= 853 12-15= 2383 11-12=-9262 23-24= 6578 12-14=1852 12-13= 105.9 24-1=-1007 LOADING COND. # 2. PROVIDE FOR 909, LBS UPLIFT AT JOINT 24 LOADING MD. 4 2; PROVIDE FOR 909, LBS UPLIFT AT JOINT 14 PLATE OFFSETS (X=LEFT,Y=TOP):(i5=5,3.5),(]6=3.5,2],f,j8=2.5,2],f19=5,3.5],[j15=3,31,1116=5,3),U18=5,3),[]19=6,23,[i20=3,31,022=5,33,1i23 8 - 8 - 4 / 5-1. 9-2 , 1.4-1-1 1 24 - 0 28-0 32-0 1 37-0 711-10-4 50-11 0 - 8 - 4 5 . : -1. 4-1 ' 4-11-12 5-0 4-e 4-9 5-0 4 -le -4 4-1 5-1 II 4-10-4 4-11-12 . .. • 8x10 , .. 4x5 5 i ... 4x5 4 12x16 3 _ ,,!&6 2 -- :- • • 1..„; 5x6 SPL. 5x6 SPL. 5x6 SPL. 4x6 3x6 4x6 6 7 8 8x10 SPL. 8x19 SPL. 8x10 9 4x5 10 4x5 11 12x16 12 4x6 13 - 24 23 22 21 20 19 18 17 16 15 14 6x12 5x6 10x10 4x5 7x8 6x12 7)(8 4x5 10x10 5x6 6x12 19-0 46-10 2- 1 9-2 14 1 24-9 28-032-0 37-0 41-10-4 53-8 56-0 Z-4 6-10 4-11-12 4-0 4-o --t3 4-10-4 6-10 2-4 L. HL TO P1{:20-0-5 LEFT HEIGHT:0-6-1 = - LoAbiNd (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER — 7 L D TOP 6-7=0.762 TOP CHORD:2*6 No.2ND 19 SP TOP '30 15 BOTT 18-19=0:757 BOT CHORD:203 No.1D kD P BOTT ‘, 0 10 DEFLA19=0.66 % L/360 WEBS :2*4 No.3 19 SPACING : 24.0 in. NO. OF MEMBERS = 1 '4 11 R. HL TO PH :20-0-5 SPAN:56-0 RISE:6-10-1 RIGHT HEIGHT:0-6-1 REPETItIVE STRESSES NOT USED NOTE: PROVIDE FOR 0.26 IN, HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LIMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-13= 90 13- 1= 20 CONCENTRATED 18= 1000 19= 1000 20= 1000 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-13=-36 13-14=-100 14-24= 10 24- 1=-100 c 4 WEB: 2-1.24; 6-20: 7-19: -1.04: 12-14 TO BE 2*4 No.:ND 19 SF' MEI( 2.--24? 5..20; 9-18; 12-14 BRACE t - 1/2 YOINIS.AS,SHIIWN ABOVE 2 Note:Ilse 1:11 or 2x1 Cont.Bracing -conn,w/2-8d nails,or T-brace same size and grads as web conn. to rrow-face wil0d- nails 6 in. o.c. PLATES ARE WITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH DS DESIGN SPECS. SSBC.TPI-91 THIS DESIGNIS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE a TREK SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOOD TRUSSES, COMMENTARY AND RECOMMENDATIONS ===<<“A.C.E.S Version • cusOmer : proJe,ict #: 9829-5 Truss ID • Span; : 56-0 Quantity FORCES - LOAD CASE # 1-2= 977,i 15-16=-929 2-3=-8806'; 16-17= 5865 3-4=-962 ,A17-18= 8354 4-5=-964 tA18-19= 9135 5-6=-11585 19-20= 9142 6-7=-15549 20-21= 11585 7-8=-14128 21-22= 13549 i-9=-14125 22-23= 13549 • •9-10=-11549- 23-24= 11585 10-11=-1150 24-25= 9142 11-12=-9649,- 25-26= 9135 12-13=-919 26-27= 8354 13-14=-88 41 27-28= 5865 14-15= 97 28-1=-929 LOADINSitOND. # 2, PROVIDE FOR 9 LOADINS•COND. *2 PROVIDE FOR 9 PLATE OFFSETS (X=LEFT,Y=TOP):(j5=5 0-841 • t 3 4-4 3-0 4-6 4-0 4-5-16 3 4-4 3 L 2 4-6 4-0 4-6-6 ,.• 4x5 4x58 4x5 5 12x163 4 4X6 2 , - LOADING (PSF) • D TOP ..r)9 15 BOTT 10 4-6 7-0 12-0 L P 15 23-0 32-0 36-5-10 44-0 48-451-6 56-0 .0-8-4 28 27 6x12 5x8 1 REACTIONS SIZE 2-28=-8193 7-23=-1101 28=-4656 4.71 2-27= 2741 7-22= 924 16=4656 4.71 3-27=-1051 8-22=-360 3-26= 903 9-22= 924 4-26=-380 9-21=-1101 4-25= '12 10-21= 2939 5-25= 66 10-20=-2591 5-24= 3627 11-20= 3627 6-24=-2591 11-19= 66 6-23= 2939 12-19= 12 12-18=-380 13-18= 903 13-17=-1051 14-17= 2741 14-16=-8193 09, LBS UPLIFT AT JOINT 28 09, LBS UPLIFT AT JOINT 16 5x6 SPL. • 24 26 25 24 23 22 4x5 4x5 4x6 6x8 6x12 8x10 SPL.X8 SPL.(18 GA) ?KO SPL.(18 GA)L. 24-0 41-0 2r-4 7-8 12-015-019-6-6 28-032-0 36-5-19 44-048-4 53-856-0 5-4 4-4 3-0 4-6-64-5-1 4-0 4-5-10 3-0 4-4 '5-4 2-4 ' L. HL,TO PH:15-9-12 LEFT HFIGHT:0-6-1 SPAN:56-0 6x8 SPL. : H04 MAX STRESSES TOP 7-8=0.653 BOTT 21-22=0.953 DEFL.E L/360 REPETI STRESSES NOT USED NOTE: PROVJDE, FOR 0.28 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING ST INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LU DER PLATE TYPE 1 1.31 1.33 UNIFORM 1-15= 90 15- 1= 20 i CONCENTRATED 21= 1000 22= 1000 2 13t 1.33 UNIFORM (NONE) [ 007672 ].. 11 Mar 07 14:40:28 1994 # : special Top Pitch : 4./12 7 c:Ag> PALE/ 23= 1000 NORMAL 1-15=-36 15-16=-100 16-28= 10 28- 1=-100 4x5 4x5 8x10 0 11 12 4x5 13 12x16 - 15 14 4x6 21 20 19 18 6x8 4x6 4x5 4x5 R. HL TO PH :15-9-12 RISE:5-6-1 RIGHT HEIGHT:0-6-1 MINIMUM GRADE TOP CHORD:2*6 BOT CHORD:2*8 WEBS :2*4 SPACING t 24.0 NO. OF MEMBERS 5x6 SPL. 1 17 16 5x8 6x12 OF LUMBER No.1D 19 SP No.1D SP No.: 19 SP in. o. =1 WEB: 2-2E3; 7-23: E3-22: 9-21; 14-16 TO BE 2*6 No . 2ND 19 SF' WEB: N 11 TO BE 2*4 No . 2ND 19 SP WEB 2-28r6-24; 10-2O 14-16 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1k4eor 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sue size and grade as web conn. to narrow fa w/lOd pails 6 in. p.c. MIKES AREPISTEK M20-258.216 MANUFACTURED FROM tiSTRA-446 GRD A GALVANIZED STEELtEXCEPT AS SHOWNI PLATE MOST BUNSTALLELON,EACILFACE DEJOINT, SYMETRICALLY4EXCEPT-AS-SHOWNWESIRCONFORMS WITH- NDS DES SPECS, SSBC,TPI-91 - THILDESIG$ } FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONS BLDG ARCHITECT OR ENGINEER. DUE TO THWITREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING WOBI9IUSSES, COMMENTARY AND RECOMMENDATIONS I 7 == =t;<;<r.'�,.C.E.S Version [ ��: >R671 Cust:bfier : 0 Prc,K.Ct #: 9829-5 Truss ID H03 Span,,:. . 56 -0 Quantity : ..ORCES - LOAD CASE #1 REACTIONS - SIZE 1 -2 •`:F 977 15 -16= -929 2 -28= -8193 7 -23= -1101 28= -4656 4.71 2- 3 =- 88Q6`'' 16 -17= 5865 2 -27= 2741 7 -22= 924 16=-4656 4.71 3-4=-9629 ,, 17 -18= 8354 3 -27= -1051 8 -22= -360 4- 5 = -9649 • 018 -19= 9135 3 -26= 903 9 -22= 924 5 -6=- 11585'`: _ 19 -20= 9142 4 -26= -380 9 -21= -1101 6 -7 =- 13549 :. 20 -21= 11585 4 -25= (2 10 -21= 2939 7- 8 =.- 14128:' 21-22= 13549 5 -25= 66 10 -20= -2591 8- 9=- 14125. 22 -23= 13549 5 -24= 3627 11 -20= 3627 •9 -10 =- 13549• 23 -24= 11585 6 -24= -2591 11 -19= 66 10-11 =- 11585 24 -25= 9142 6 -23= 2939 12 -19= 12 11- 12 =- 96491 . 25 -26= 9135 12 -18= -380 12- 13 =- 9629., 26 -27= 8354 13 -18= 903 13- 14 = -8806r 27 -28= 5865 13 -17= -1051 14 -15= 977'- 28 -1= -929 14 -17= 2741 14 -16= -8193 LOADIN6.COND. # 2. PROVIDE FOR 909, LBS UPLIFT AT JOINT 28 LOADIN6:COND. # 2, PROVIDE FOR 909, LBS UPLIFT AT JOINT 16 PLATE ~OFFSEIS'(X =LEFT,Y =TOP): U 5 = =3.5,2],[i9 =2.5,2],[ 111 =5,3.5].[i17 =3,3),[i21 =5,21, U 22 =6,2),ti23 =3,21.[i27 =5,31, 0 -8 -4 '4 -6 7-8 12 -015- 019 -6 -6 28-0 32 -0 36 -5 -10 44 - 048 - 451- G'56 -11 ,i -8 -4 4 -6 3'L -2 4 -4 3L0 4 -6 -6 4 -5 -1e 4 -0 4 -5 -16 3' •9 4 -4 3=-2 4 -6 i ' 4 - 0 4 -6 -6 4ic6 •i 5x6 SPL. • 4x5 4 8x1® 12 16 `X 5 2 3 4x5 4x6 6 7 LOADI ( PSF) MAX STRESSES a •:; D TOP 7 -8 =0.65.3 TOP 30 15 BOTT 2 1 -22 =0 953 BOTT , i 0 10 = DEFL . C22 =0.77 .; L/360 REPETI;T`IVE STRESSES NOT USED NOTE: PROVIDE- 0.28 IN. HORIIONTAL DISPLACEMENT AT ONE BEARING LOADING E$$ INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LU R R PLATE TYPE 1 433 1.33 UNIFORM 1 -15= 90 15- 1= 20 :;: CONCENTRATED 21= 1000 22= 1000 23= 1000 2 133 1.33 UNIFORM (NONE) NORMAL 1- 15 = -36 15 -16= -100 16 -28= 10 28- 1= -100 = ri Mar 07 14:40 :12 1994 ,mild; #4 ::special Top Pitch ' : 4. /12 6x8 SPL. 5x6 SPL. 4x5 3x6 4x6 4x5 8x10 8 9 10 11 12 4x5 i3 12x16 4 4x (--,� — - .� 15 28 2? 26 25 24 23 22 21 20 19 18 1? 16 6x12 5x8 4x5 4x5 4x6 6x8 6x12 6x8 4x6 4x5 4x5 5x8 6x12 8x10 SPL. X8 SPL. (18 GA) 7X8 SPL. (18 GA) L. 24 -0 41 -0 '2.4 1 7 -8 1.2- 915 - 91.9 -6 -6 28 -0 32 -9 36 -5 -1 44- 048 -4 53 -8 56 -0 2 .4 5 -4 4 -4 3 -0 4 -6 -6 4 -5 -10 4 -0 4 -5 -1H 3 -0 4 -4 '5 -4 2 1 4 L. HL TD PE:15 -9 -12 R. HL TO PK :15 -9 -12 LEFT H,E- IGHT:H -6 -1 SPAN:56 -0 RISE:5 -6 -1 RIGHT HEIGHT:0-6 -1 MINIMUM GRADE OF LUMBER TOF' CHORD 2*6 ND .1 D 19 SF' BOT CHORD:2*8 NG.1D 1st) SP WEBS :2*4 No.= 19 SF SPACING : 24.0 in. D. NO. OF MEMBERS = 1 WEB: 2.'-28; 7-23; 8 -22; 9 -21: 14 -16 TO BE 2*6 No.2ND 19 SP WEB:' ti-7,t,'4; 11 -20 TO BE 2 *4 No.2ND 19 SP WEB 2 -28; 644; 10 - 201 14-16 BRACED at 1/2 POINTS AS SHOWN ABOVE Note :Use 1t4 or 2x3'Cont.Bracingg conn.w /2 -8d nails,or T -brace of same size an.d grade as web conn. to narra face w /10d nails 6 in. c.c. �? T.ES.AREyIf .EK <M20 -25 216 MANUFACTURED FROM- _191#.A.;446 GRD : .•A.GALVANIIED= STEEt:'(EXCEPT -AS SHOWN) P TE f(UST B INSTALLED ON..EARH. FACE OF ,111.1111,.: SYMMETR,ICALL.Y.(EXCEPT AS�.SHOWNIDESI6N- .CONFORMS- WITH-NDS % -SIGN SPECS SSBC, TPI -91 THIS DES16 �& FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REDD) SULT BLDG ARCHITECT OR ENGINEER. ` DUE TO -THE E UREME SIIE OF THIS TRUSS EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION. RE ER' 111 TPI PUBLICATION: BRACING NOM/ MUSSES, COMMENTARY AND RECOMMENDATIONS 1 • • ==== Version 6, Cu Starner : 0 • Prdject #: 9829-5 . . Span 56-0 FORCES - LOAD CASE #1 1-2= 1117 13-14=-1062 2-26=-9335 2-3=-9524: 14-15= 7060 2-25= 87 3-4=-12758 15-16= 7060 2-24= 2072 4-5=-15920 16-17= 9030 3-24=-544 5-6=-18515 17-18= 12758 3-21= 4869 6-7=-19305 18-19= 15920 4-23=-3045 7-8=-19305 19-20= 18513 4-22= 4128 8-9=-18515 20-21= 18513 5-22=-2568 9-10=-159.20 21-22= 15920 5-21= 3387 10-11=-12758 22-23= 12758 6-21=-1095 11-12=-9524 23-24= 9030 12-13= 41/7 24-25= 7060 25-26= 7060 26-1=-1062 LOADING COND. # 2, PROVIDE FOR 909, LDS LOADING OND. # 2, PROVIDE FOR 909, LBS PLATE OFFSBIS (X=LEFT,Y=TOP1:[j623.5,2],1 0-8-4 5 -- . 11- 15-4 „.} 5-6 Z 5-6 4-4 • ,• )• • • • LoADIK (PSF ) • L D TOP 1 Z0 15 BOTT 0 10 4x8 1 26 25 6x8 3x6 6-20= 1070 7-20=-360 8-20= 1070 8-19=-1095 9-19= 3387 9-18=-2568 10-18= 4128 10-17=-3045 11-17= 4869 11-16=-544 12-16= 2072 12-15= 87 12-14=-9335 6x12 4x5 4x5 3 4 5 C 003670 .] Truss ID : H02- Quantity : 4 REACTIONS - SIZE 26=-4656 4.71 14=-4656 4.71 UPLIFT AT JOINT 26 UPLIFT AT JOINT 14 j8=2.5,2),(319=5,2),(320=6,2),[321=3,2). 19-8 24-0 28-03,2-0 36-4 40-8 45-0 50-6 4-4 4-4 4-0 4-0 4-4 4-4 4-4 1 5-6 5x6 SPL. 5x6 SPL. 4x6 36 4x6 6 MAX STRESSES TOP 6-7=0.48: BOTT 19-20=0.648 DEFLA . L/360 7"0/=' 4441:, F/Le.-4.2 4x5 4x5 9 10 . Mon Mar Mar 07 14::9:50 1994 Farnily # : special Top Pitch : 4./12 24 23 22 21 20 19 18 17 16 4x5 4x5 4x5 6x8 6x12 6x8 4x5 4x5 4x5 7x8 SPL.7x8 SPL. 7x8 SPL.7x8 SPL. 6x12 11 4x8 12 --=== 1 56-0 1 15 14 3x6 6x8 MINIMUM GRADE OF LUMBER TOP CHORD:2*6 No. 2ND 19 BOT CHORD:2*8 No.1D #D WEBS t2*4 No.: 19 I 1 4x6 13 56-0 2-45-6 11-0 15-4 19-8 24-0 28-0 32-0 36-4 40-8 45-0 50-6 53-8 1 1 1 4-4 i I 1 1 2-43-2 5-6 4 4-4 4-0 ei-0 4-4 4 4-4 1 3-22-4 L. HL TO PR:11-?-2 R. HL TO PR :11-?-2 LEFT HEIGHT:0-6-1 SPAN:56-0 RISE:4-2-1 RIGHT HEIGHT:0-6-1 SPACING : 24.0 in. REPETPIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-13= 90 13- 1= 20 CONCENTRATED 19= 1000 20= 1000 21= 1000 2 1.13 1.33 UNIFORM (NONE) 1 ., NORMAL 1-13=-36 13-14=-100 14-26= 10 26- 1=-100 WEB: - 2-426; 6-21; 7-20; 8- 1.:.? ; 12-14 TO BE 2)K6 No .2ND .19 ..8P, 1 0 ;Ea „ : -- W2 iit 10d NAILS,40` -- ---TES-MITEK M20-258,21inMANUFACTURED - FROI(ASTM A 446 GALVANIZED STEEL(EXCEPT - AS SHOWN) PLATE jiUST tE INSTALLED ON EACH FACE OF JOINT, SYMMETRICAM(EICEPT AS SHOWN)DESI6N CONFORMS WIT S DESIGN SPECS, SSBC,TPI-91 .THIS DESIBEIS FOR TRUSS - FABRICATION ONL/.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE ONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THE EXTREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE. TAKEN DURING HANDLING AND ERECTION. REFER TO TPI PUBLICATION: BRACING wimil TRUSSES, COMMENTARY AND RECOMMENDATIONS : , : � ===<<<�A.C.E.S Version ,. -to- - _ ^ �r:v • ProjOct #: 9829-5 ' Span" : 56-0 • FORCES - LOAD CASE 11 1-2= 111T 13-14=-1062 2-26=-9335 6-20= 1070 14-15=060 2-25= 87 3-4=-127A 15-16= 7060 2-24= 2072 8-20= 1070 4-5=-159Z0 °+16-D= 9030 3-24=-544 8-19=-1095 5-6=-1843 17-18= 12758 3-23= 4869 9-19= 3387 6-7=-1 18-19= 15920 4-23=-3045 9-10=-2568 7-8=-1930 19-20= 18513 4-22= 8 10-18= 4128 •8 20-21= 18513 5-22=-2568 10-17=-3045 9-10=-159N 21-22= 15920 5-21= 3387 11-17= 4869 10-1 22-23= 12758 6-21=-1095 11-16=-544 11-12=-15Z4 23-24= 9030 12-16= 2072 12-13= 1117 24-25= 7060 12-15= 87 25-26= 7060 12-14=-9335 26-1=-1062 LOADING COND. it 2, PROVIDE FOR 909, LBS UPLIFT AT JDINT 26 LOADING COND. 1 2, PROVIDE FOR 909, UPLIFT AT JOINT 14 PLATE OFF X=LEFT,Y=T0P):[j6=�5'2],[j�2| / 2],[ -- ' ,[j2O=6,2],[j21=3,2], J 0-8-4 �� ' 11-0 _� 4-4 4-4 -KB -�0 -�& -&8 \ =_6 4& L . � ^� 4-o {0 ^� ' �& ' �� 4x8 !4.X6 2 1 1 1-&0 L. HL;TO PR:11_7_2 LEFT HEIGHt:0_6_1 LOADI (PSF) TOP ^ ;:30 15 BOTT . 0 10 � 6x12 4x5 4x5 4x6 3x6 3 15-4 4 5 6 7 [ 003669 ] Truss 1.D.'-1 H01 Quantity : 4 REACTIONS - SIZE 2p'4656 4.71 14=-4656 4.71 5x6 SPL. 5x6 SPL. 19-8 24-928-932-0 MAX STRESSES BOTT 19-20=0.648 uEFLA20=0.75 < L/360 4x6 � - 26 25 24 23 22 21 20 19 18 17 16 6x8 3x6 4x5 4x5 4x5 6x8 6x12 6x8 4x5 4x5 4x5 36-4 SPAN:56_0 RISE:4-2-1 ��& 1��6 13��O 14-26= 10 26- 1=-100 4x5 4x5 6x12 10 11 4x8 12 4x6 3 40-8 4-4 L 45-0 "" : ��^v SPACI in REPETITIVE STRESSES NOT USED NO. OF MEM = ^ 2 LOADING SYRESS l LOADING PANEL(PLF) /J0lN�(0S) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-13= 90 13- 1= 20 2 � ^ . '��.� . � _ CONCENTRATED 19= 1000 20= 1000 21= 1000 z �� 1.33 �0� (NONE) <<< E-TRUSS >>=== Mon Mar 07 14:39:33 1994 Family # : special Top Pitch : 4./12 1 50-6 50+6 56-�� 5-6 '5-6 i 50_6 5-6 15 14 3x6 6x8 56-0 5 i 3-22-4 MINIMUM LUMBER TOP :2*6 No.2ND 19 SP 1 9-8—^& H. HL TO PR :11-7-2 RIGHT HEIGHT:0-6-1 6 2*6 No SP oweo �m �unos/wo- 4*6nnnem n -noxmro-nrEn/ExmPr AS SHOWN PLATE MUST .4E INSTALLED ON �� DUE TO THE TREK SIZE OF THIS TRUSS, EXTRA CARE SHOULD 8E ��0s ENGINEER. BRACING WOO TRUSSES, COMMENTARY AND RECOMMENDATIONS Version .-.>::: Customer : 0 n Mar 07 14:4575 1994 Proidt #: 9829-5 Truss ID 3 HG9 - amilv # : special Span ". : 56-0 Quantity : 6 Top Pitch t 4.112 . 7 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 97.7 ..- 15-16=-929 2-30=-14204 6-24= 4760 30=-7924 4.71 2-3=-17066.. 16-17= 10850 2-29= 67 7-24=-1345 16=7984 4.71 3-4=-23426 e ,17-18= 10850 2-28= 5601 7-23= 1670 4-5=-27503 418-19= 16177 3-28=-681 8-23=-360 5-6=-34406 19-20= 23426 3-27= 9251 9-23= 1670 6-7=-38:136 20-21= 29503 4-27= 9-22=-1345 7-8=-37477 ' 21-22= 34406 4-26= 7754 10-22= 4760 .8-9=-37477 22-23= 38136 5-26=-4225 10-21=-3295 9-10=-38136 23-24= 38136 5-25= 6257 11-21= 6257 10-11=-34406 24-25= 34406 6-25=-3295 11-20=-4225 11-12=-29503. 25-26= 29503 12-20= 7754 12-13=-2706 26-27= 23426 12-19=-5155 13-14=-1/066 27-28= 16177 13-19= 9251 14-15= 977 28-29= 10850 13-18=-681 29-30= 10850 14-18= 5601 .',., 30-1=-929 14-17= 67 14-16=-14204 LOADIN6 :6ND. # 2, PROVIDE FOR 2282, LBS UPLIFT AT JOINT 30 LOADING: CORD. 1 2, PROVIDE FOR 2282, LH UPLIFT AT JOINT 16 PLATE OFFSETS (X=LEFT,Y=TOP1:(j7=3.5,2),(i9=2.5,2Mil9=3,3],(j22=5,2),[j23=6.2.3.(j24=3,2),(j27=3,3), 0-8- 9-0 12-9 16-6 20-3 24-9 28-0 32-8 35-9 39-6 43-3 47-2 51-6 56-9_13-8-4 :4-6 4 - 6 3-9 d -9 d- 9 3-9 4-9 4•9 J•9 3-9 3-9 3-9 4-6 4 - 6 • • .; • 4x10 3 A546 2 J1 t ' 30 29 28 27 3x6 4x5 5x6 • 6x8 ; • . = == == = LOADINM (PSF) TOP. 15 BOTT 10 • REPETITIVE STRESSES LOADING ST INCREASE LOADING LUMBER PLATE TYPE 1 1.,.4 1.33 UNIFORM CONCENTRATED 2 1t34 1.33 UNIFORM NORMAL CONCENTRATED ' 6x8 SPX,. 6 x8 SPX.. 6x12 4x5 4x5 4x5 4x6 3x6 4x6 4x5 4x5 4x5 6x12 12 13 4x10 14 4x6 15 4 5 6 7 8 9 10 11 26 25 24 23 22 21 20 19 18 1? 16 4x5 4x5 6x8 6x12 6x8 4x5 4x5 5x6 4x5 6x8 3 x6 7x8 SPL.7)(8 SPL.(18 GA) 7X8 SPL.(18 GA). 4-6 53-8 a-4 :4 12-9 16-6 2 2 28-0 32-0 35-9 39-6 13-3 17-0 51 1 5 C2 ! 4-6 3-9 3-9 S-9 3-9 3-9 - 3-9 3-9 4-9 3-9 3-9 4-6 2-2 , L. HL' PK:9-5-13 LEFT 4E1GHT':0-6-1 NOT USED PANEL1PLF) 1- SPAN:56-0 MAX STRESSES TOP 7-8=0.782 BOTT 22-23=0.9r8 DEFL.@.23=1.21 L/360 / JOINTS(LBS RISE:3-6-1 R. HL TO P1( :9-5-13 RIGHT HEIGHT:0-6-1 15-16:- MINIMUM GRADE OF LUMBER TOP CHORD:2*6 No . 2ND 1 BOT CHORD: 2*8 No . 1D K V :2*4 No.3 19 ID P40. OF MEMBER c-f /2. U5S-//■/=/0?7# WEB: 2,-;7 71-24; 8-23; 9-224 TO 19 6P ,,-, BIAT4AREVIEIC11.20458;216 liA1 -A-441rGRD A GALVANI St 3 MEMBET 'TO WITH 16d NAILS 12 o. tn. c. or 10d NAILS 1 A EBS) FR ACE II P1=ASS PUTEMOST113 INSTALLED. M. EACH FACE_ OF MINT, S ETRICALLY(EXCEPT- AS SHOWN)DESIGN CONFORMS- WITH SIGN -SPECS. - - - — THIS DES'S') 5 FOR TRUSS FABRICATION PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REODICONSULT BLDG ARCHITECT OR ENGINEER. DUE TO THEEKREME SIZE OF THIS TRUSS, EXTRA CARE SHOULD BE TAKEN DURING HANDLING AND ERECTION, REFER TO TP1 PUBLICATION: BRACING WOOD1RUSSES, COMMENTARY AND RECOMMENDATIONS t ■ L • ~ ^ ==w`<<<KA.C.E.S Version :0 Project #: 9829-5 Span' : 9-0 --- FORCES - LOAD CASE 1-2= 867-. 4-5= 57 2-5=-1104 2-3=0'} 5-1=-80 2-4=-62 3-4=-196: 1 ` LOADINQ COND. 02 0 2 , PROVIDE LOADING COND. PROVID& FOR 113 LBS HORIZ. \ ( 0-8-�^& / / ` ° • fl �~ � ~' ^•r :9_5_13 LEFT HEIGHT:0_6_1 SPAN:9_0 LOADIN� (PSF� ^L~ D TOP ' '30 15 BOTT � 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS lNCHEASt LOADING LUMBER PLATE TYPE 1 IX 1.33 UNIFORM 2 1.33 1,33 UNIFORM NORMAL = ( A„ , 6.0>>>) � FOR 321 FOR 95, LBS UPLIFT AT JOINT 4 REACTION AT JOINT 5 4-6 4-6 2-4 1 1 2-4 5 STRESSES 3x4 MAX TOP 1-2=0.578 BOTT 5-1=0.949 DEFLA0=0.00 L/260 PANEL(MI) / J0DNTS L8S> [ 003688 ]==========<<<<-DADE-TRUSS->>)>=== Mon Mar 07 14:45:18 1994 Truss ID : J09 Family # : 201 Quantity : 36 Top Pitch : 4./12 3= 90 4- 1= 20 (NONE) 1- 3=-36 4- 5= 10 5- 1=-100 REACTIONS - SIZE 5=f72 3.50 4=-284 3.50 1 9-0 6_8 9-0 4-6 MINIMUM TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS PLATES ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, svnns/nzcuLLv�sxopr AS sxnwm\�s/sw CONFORMS WITH won �x THIS 0[S1ON'lS FOR TRUSS FABRICATION UNL .R0 PERMANENT AND � --'-' ----- '- '-' '-- in. o. c. =1 1 1 sin 4 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.2 19 SP « «�u'_��.' . .... . R HITECf OR ENGINEER. ==�<<<‹A.C.E.S Version 6.0)�� Cusr er : 0 " ` Project #: 9829-5 ' ` FORCES - LOAD 1-2= 684, 5-6= 170 2-�`-lNOi 6-7=-218 1=-�41 3-4= O. ^ (\ 7-1=-641 4-5=-128:: °k' • /� : / .. \ , \ 2-4 �. L. HL' �O PR:9-5-13 LEFT HEIGHT:0_6_1 LOADI (PSF) TOP ` 30 15 BOTT | 0 10 CASE 11 2-7=-828 3-6=-80 3-5=-212 LOADING COND. 02, PROVIDE FOR 322 0G UPLIFT AT JOINT 7 LOADING COND. 1 2, PROVIDE FOR 83, LBS UPLIFT AT JOINT 5 PROVIDE FOR 110 LmS HORIZ. REACTION AT JOINT 7 PLATE OFFSETS (X=LEFT,Y=TUP):[j2=2,1.5], ' ' 1 0-814 0-8 3-43 -��Q 3-0 • .. 2-4 REPE4TIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 A.33 1.33 UNIFORM 2 \. 1.33 ' NORMAL 3x4 7 SPAN:9_0 Truss ID : 309A Quantity : 6 a NTS(LBS) =20 REACTIONS - SIZE 7=-772 3.50 6-0 3-8 ~^ Q 0.C 1>\\ frt:; V-2\, 2 2 6 /0 9-0 �0 �- MAX STRESSES TOP 1-2=0.271 BOTT 7-1=0.176 DEFL.@6=O.00 < L/360 5- 7= 10 �� RISE:3_6_1 6 3x4 3 x4 ----_- ' 3 3x6 SPACING : 24.0 in. NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST DE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH THIS vcow��x, ruURoxS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY 88AClNG(NH}CH IS ALWAYS R • � '' <<<<-DADE-TRUSS->>>>=== Mon Mar 07 14:41:04 1994 Family # : 201 Top Pitch : 4./12 3 9-&0 3-0 10 199i 4x5 MINIMUM OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*6 No.2ND 1 P WEBS :2*4 No.3 19 5 RIGHT HEIGHT:3-6-1 DESIGN SPECS, SSBC,TPI41 CONSULT BLDG ARCHITECT OR ENGINEER. ^ ==��\<<<A.C.E.S Version 6.0>: _,�`,..~.�.~ ~ Project #: 9829-5 ' Spars : 9-0 ., FORCES - LOAD CASE W1 1-2= ' 5-6= 927 2-7=-71337 2-3=-977: 6-7= 42 2-6= 944 3-4= 0 :. A 7-1=-641 3-6= 734 4-5=-128, 1 4 3-5=-1155 ' �^ / � � � LOADING °"°.. B 2, PROVIDE FOR 322, LDS UPLIFT AT JOINT 7 LOADING 0 2, PROVIDE ' UPLIFT AT JOINT 5 PROVIDE FOR 110 LOS HORIZ. REACTION AT JOINT 7 PLATE OFFSETS (X=L[FT,Y=l0P):[j2=2,1.5], L. HL: 9_5_13 LOADI NG PSF) TOP 15 BOTT 0 10 REPETITIVE STRESSES NOT USED ° �- �X-��& 3-0 . / �- / 2 } ) 2-4 , Truss ID : J09B Quantity : 6 REACTIONS - SIZE 7=-1209 5.50 '5=-846 3.50 6-0 3-8 [ 003677 ] MAX STRESSES TOP 1-2=0.271 BOTT 7-1=0.176 6 3x4 MINIMUM TOP CHORD:2*4 BOT CHORD:2*6 WEBS :2*4 SPACING NO. OF MEMBERS <<<<-DADE-TRUSS->>>>=== Mon Mar 07 14:41:58 1994 Family # : 201 Top Pitch : 4./12 9-&0 3-0 ` ' LOADING SYRESS INCREASE LOADING PANEL(PLF) / JUDNTS(L8S> LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 4= 90 5- 1= 20 6= 1000 CONCENTRATED 2 �. 1.33 UNIFORM (NONE) ' - NORMAL 1-4=-36 5-7= 10 7-1=-100 . ` PLATES A MITEK M20-258.� �� F� ASTM A 446 � A ��/� STEEL(EXCEPT AS ��` �� -'---- '-''' .- -- '_.,..~ ..�^ PLATE MU BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIG THIS nEu/pm,m FuxJRuxu FABRICATION ONLY.FOR PERMANENT AND TEMPORARY 8RAClNG(NHlCH IS ALWAYS HEOD)CONSULT OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP in. o. =1 MAR 2x4 5 4x5 SSBC, -91 HITECT OR ENGINEER. ===<<41A.C.E..S Version • Customer : 0 ProjOct #: 9829-5 • Span.: 9-0 TOP CHORD 172= 684 2-3=-558- 3-4= 4-5=-128». 44 PLATE OFFSETS (X=LEFT.Y=TOP):(12=2,1.5), 3-0 ,E1 let 3-0 2-4 • LOAD I 0 ( PSF ) L D TOP. 30 15 BOTT 0 10 • • • BOTTOM CHORD 5-6= 530 6-7=-94 7-1=-641 6 Cre.: ■ WEBS 2-7=-1070 2-6= 666 3-6= 307 3-5=-660 NNE 7 3x4 2-4 L. HI.; TO PH:9-5-13 LEFT 4IGHT:0-6-1 SPAN:9-0 Truss ID : J09C Quantity : 6 3x6 2 • [ 003678 ] REACTIONS - SIZE 7=-980 3.50 5=-1026 3.50 6-0 3-8 6-0 ■4... ... ."'• ,........,... _ --- -- ,156 _ -- -_. , ..,........- , MAX STRESSES TOP 1-2=0.271 BOTT 5-6=0.570 DEFL.Es6=0.01 . L/7.60 6 3x4 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*6 WEBS :2*4 . DADE-TRUSS- :=== Mon Mar 07 14:4212 1994 Family # : 201 Top Pitch : 4./12 9-0 3-0 9-0 3-0 LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES NOT USED LOADING OTRiSS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) Lump PLATE TYPE 1 1.33 1.33 UNIFORM 1- 4= 90 5- 6= 353 6- 1= 20 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM STN A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE.MUST tE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS WITH NDS DESIGN SPEC THIS DESIMIS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG SPACING : 24.0 NO. OF MEMBERS in, o. c. =1 2x4 5 4x5 RISE:3-6-1 RIGHT HEIGHT :3-6-1 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.:. 19 SP Version Cus:tpmer : 0 • Prdiect4t: 9829-5 • Span. : 9-0 TOP POO BOTTOM CHORD 1-2= 684 5-6= 632 2-3=-666 6-7=-59 3-4= IV *;", e\ 7-1=-641 4-5=-128'; PLATE OFOSOS (X=LEFT,Y=TOP):(j2=2,1.5), 3-0 1 , 3-0 15*6 • L. HL' TO PR:9-5-13 LEFT HEIGHT:0-6-1 SPAN:9-0 LOADING (PSF) L D TOP. 15 BOTT ' ' 0 10 LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES NOT USED 2-4 6-0 2-4 3-8 WEBS 2-7=-1139 2-6= 738 3-6= 417 3-5=-788 3x4 Truss ID Quantity 2 ( 007694 REACTIONS - SIZE 7=-1649 3.50 5=-627 3.50 6-0 MAX STRESSES TOP 1-2=0.271 BOTT 6-7=0.501 DEFL.@6=0.01 L1360 309D 6 3x4 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*6 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS . DADE-TRUSS-. -== Mon Mar 07 144655 1 Family # "01 Top Pitch 4./12 9-0 3-0 2x4 3x4 3 3x6 9-0 3-0 in. o. C. =1 LOADING STRESS NCREASE LOADING PANEL(PLF) / JOINTS(LBS) • ' LUMBER PLATE TYPE 1 443 1.33 UNIFORM 1- 4= 90 5- 6= 20 6- 7= 353 7- 1= 20 PLATES ARE4IITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST1E INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, THIS DESPGWIS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARC 4x5 RISE:3-6-1 RIGHT HEIGHT:3-6-1 OF LUMBER No.:ND 19 SP No.2ND 19 SP No.3 19 SP I ==7...<(<<A,C.E.S Version CustOmer : 0 Project #: 9829-5 Spn. : 7-0 LOADING tOND. # 2 LOADING COND. # 2: PROVIDE FOR 89 LBS 0-8- !›c6 L. HL TO PR:7-4-9 LEFT 1EIGHT:0-6-1 SPAN:7-0 LOADING (PSF) L• D TOP •c30 15 BOTT 0 10 • • 7.•• . • • REACTIONS - SIZE 5=-695 3.50 4=-140 3.50 PROVIDE FOR 310, US UPLIFT AT JOINT 5 PROVIDE FOR 44, US UPLIFT AT JOINT 4 HORIZ. REACTION AT JOINT 5 2-4 2-4 2-4 2-4 Truss ID : 307 Quantity : 8 2x4 2 5 3x4 MAX STRESSES. TOP 1-2=0.686 BOTT 5-1=0.799 DEFL.C5=0.10 L/360 REPETITIVE STRESSES NOT USED r ; LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1;33 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.3 1.33 UNIFORM (NONE) 7 1- 3=-36 4- 5= 10 5- 1=-100 c 007.690 7-0 4-8 7-0 4-8 RISE:2-10-1 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS DADE-TRUSS->>>>=== Mon Mar 07 144556 1994 Family # : 201 Top Pitch : 4./12 PLATES Ak'BITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST iE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN S THIS DEsigmis FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REGD)CONSULT 4 1 RIGHT HEIGHT:2-10-1 OF LUMBER No "ND 19 SP No.2ND 19 SP No.7 19 SP in. o. C. =1 • .• SSBC,ND CHITECT OR ENGINEER. • .; • ===<{KKA.C.E.S Version r`,=�+nmpr , 0 ' �� _ � PrcOsct #: 9829-5 Truss ID Span : 5-0 Quantity LOADING COND. It 2, PROVIDE FOR 317, LEIS UPLIFT AT JOINT 5 LOADING COND. 41 1. PROVIDE FOR 55 LBS UPLIFT AT JOINT 4 PROVIDE FOR 65 L8S HORIZ. REACTION AT JOINT 5 . / | REACTIONS - SIZE 5=-671 3.50 4=-15 3.50 2-4 • �—"a • 2-4 2-4 L. HL PH:5_3_4 , LEFT HEIGHT:0_6_1 SPAN:5_0 LOADING (PSF) !L` D TOP ` ."'CO 15 8OTT 0 10 [ 003691 J : 305 :8 MAX ST /up 1-2=0.589 B8TT 5-1=0.494 DEFL.@5=0.10 < L/360 OWN 5 5-0 2-8 5_0 2-8 <<<<-DADE-TRUSS>>>>=== Mon Mar 07 14:46:10 1994 Family # : 201 Top Pitch : 4./12 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 4 MINIMUM OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP REPETITIVE STRESSES NOT USED LOADING l PANEL(PLF) / J0D�S(0S) LUMBER PLATE TYPE 4:33 z �� 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 4.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-36 4- 5= 10 5- 1=-100 ��E��.�� P�A�A��A��r��/r�� ON OF JOINT, ' A 446 -- A GALVANIZED STEEL(EXCEPT AS ~~^^ ~^�� SSBC,NDS-91 THIS °��^" FOR .==��/I�uL,.mm��/ AND TEMPORARY ��Imn(�I� IS��0��>��TB0 -8 ,. °=''�''`'' • ===< .E.S Version 6.4>>>> , PrOject #: 9829-5 ` Truss ID : :303 'Spah Quantity : 8 ' - SIZE 5=-1306 3.50 4=-293 J ^ , ` ~^ ULOADING LOADING , 0SU�[��N 5 LOADING �� @ 1 PROVIDE FOR � , UPLIFT AT JOINT 4 PROVIDE FOR 41 L8S HORIZ. REACTION AT JOINT 5 K00-8-14 ` L. . HL � TO ��_�_�� "um� LEFT m � IGHT:0_6_1 SPAH:3_0 LOADING (PSF) �-^ D TOP 30 15 BOTT � 0 10 • REACTIONS Sl ��3� J^� 3.50 • 2-4 2-4 2-4 2-4 STRESSES MAX TOP 1-2=0.557 BOTT 5-1=0.530 DEFL.@5=0.06 < L/360 • REPETITIVE STRESSES NOT USED . LOADING l PANEL(PLF) / JOINTS(0S) 1 '� � ' 1.33 TYPE 1- 4- 1= 20 2 ` 143 1.33 UNIFORM (NONE)._ ^3= 36 0 =-100 '_---<<<<-DADE-TR >>>>=== • Mar 07 14:46:25 1994 Family # : 201 Top Pitch : 4./12 MINIMUM TOP CHORD:2*4 WEBS :2*4 2x4 2 SPACING : 24.0 NO. OF MEMBERS , � PLATES ARE)1ITEK M20-258,216 MANUFACTURED FROM ASTM A 446 EXCEPT AS SHOWN PLATE MST 1E INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT m��m)om�nmm��u/� mm DESIGN THIS 0[GlGN|lS FOR TRUSS FABRICATION O�Lv�FVR' PERMANENT ANU� TEMPORARY DK8[lM0|NH�CH IS ALWAYS R[Q8}CUNSULT BLDG '-- CONFORMS WITH ~^^ ^^~ ~~ �r+ . r�xnow�m OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP in. o. =1 FAR 1 IS 83 OR W{NEER. v ` •_ * ===<<K�A.C.E.S Version :0 Prcject #: 9829-5 Spah� : 1-0 1-2= Oi 3-1= 0 2-3=-J? ' �� ^ | LOADING OOND. 1 2, PROVIDE FOR 54 AT JOINT 3 0-8-14 1 • • • L HL TO PK:I-0-10 LEFT HEIGHT:0-6-1 LOADINs (PSF) �`L D TOP " 15 BOTT ` , 0 10 REPETt|IVE STRESSES LOADING LOADING LUMBER PLATE TYPE 1 1 1.33 UNIFORM 2 U33 1.33 UNIFORM NORMAL [ 003693 NOT USED Truss ID Quantity SPAN:1_0 MAX STRESSES TOP 1-2=0.017 BOTT 3-1=0.012 DEFL. < L/360 PANEL(PLF) 1- 2= 90 (NONE) 1- 2=-36 / JOINTS(LBS) 3- I= 20 3- 1=-100 : 301 :u REACT - SIZE 1=-120 3.50 3=-39 3.50 ]---------(((( D -T >>>>=== Mar 07 14:46:41 1994 Family # : 201 Top Patch : 4./12 1 -0 1 -0 1 -0 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING NO. OF MEMBERS PLATES ARE`[TEK M20-258,216 MANUFACTURED FROM ASTMA446@0A GALVANIZED STEEL(FXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIG SBC.TPI-91 THIS oESmNu, FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY 8RAClNG(NHlC8 IS ALWAYS KEQD}COWSULT &�� _~�" in. q. c. =1 3 OF LUMBER .2ND 19 SP No.2ND 19 SP No.3 19 SP ITECT OR ENGINEER. A t, t Version [ 002.673 EustOmer : 0 Project #: 9829-5 • Span : 12-8-12 FORCES - LOAD CASE 111 1-2= 849` 5-6= 941 2-7=-1410 2-3=-967.',. 6-7= 58 2-6= 917 3-4= 0 .: 7-1=-817 3-6=-64 45486. 3-5=-1067 LOADING COND. i 2, PROVIDE LOADING COND. 2; PROVIDE PROVIDE FOR 102 LAS HORIZ. )1-01 L. HI., TO PR: 13-0-15 LEFT HEIGHT :0-5-14 LOADING (PSF) L D TOP 15 BOTT • 0 10 REPETITIVE STRESSES FOR 72, US UPLIFT AT JOINT 7 FOR 33C LDS UPLIFT AT JOINT 5 REACTION AT JOINT 7 4-2-15 4-2-15 3-3-9 3-3-9 NOT USED 7 3x4 SPAN:12-8-12 Truss ID : CJ12 Quantity : 4 REACTIONS - SIZE 7=-1195 3.50 5=-1097 3.50 8-5-13 4-2-15 8-5-13 5-2-4 MAX STRESSES TOP 3-4=0.94: BOTT 5-6=0.487 DEFLA6=0.02 L/360 3x4 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 DADE-TRUSS-. • === Mon Mar 07 14:40:47 1994 Farnily # 201 Top Pitch t 2.828/12 12-8-12 4-2-15 SPACING : 24.0 NO. OF MEMBERS 12-8-12 4-2-15 2x4 5 3x4 RISE:3-5-14 RIGHT HEIGHT:3-5-14 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.: 19 SP in. 0. = LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 143 1.33 UNIFORM 1- 2= 48 2- 3= 143 3- 4= 237 5- 6= 53 6- 7= 29 7- 1= 8 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 2=-12 2- 3=-34 3- 4=-56 5- 6=-13 6- 7=-7 7- 1=-2 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE NUST.BE INSTALLED , ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN S BC,TPI-91 THIS DESf-GN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REDD)CONSULT BLDG MAR 10 1994 ECT OR ENGINEER. Review Is limited to verifying THE FOLLOWING: 1. The specified Structural Submittals have been furnished. 2. Submittal is signed and sealed by the Specialty Engineer. 3. The Specialty Engineer has understood the design intent and has used the speCified structural criteria. (No detailed check of calculations was made.) 4. The configuration set forth in the submittal is consistt Documents. (No detailed check of quantities or dimensions en )� Contract ructural Notations do not constitute a Change Order and do not relieve the General Contractor/Construction Manager ' from compliance with Contract Docunrenta. governing Codes and mgwattons. The General Contractor /Construction Manager is solely responsible other trades and quantities, dimensions, cation techniques, coordinating work with assuring that work is performed in a safe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS FT. LAUDERDALE, FLORIDA Data SUBMITTAL WITH SPECIALTY ENGINEER O CONFORMS TO DESIGN CONCEPT ACCEPTED AS SUBMITTED ANTIALLY CONFORMS TO DESIGN CONCEPT ... Q DOES NOT CONFOiM TO • • FPT D K3 NO c, DESIGN CONCEPT ... REVISE AS NOTED AND RESUBMIT O UNRESPONSIVE SUBMITTAL AS NOTED . REJECTED ❑ NO EXCEPTION TAKEN Sj MAKE CORRECTIONS NOTED [] REJECTED ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM CNN -king is only for general conformance with the deign concept of the p oject and general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications. Contractor is responsible tor: dimensions which shall be confirmed and correlated at the job site; fabrication processes and techniques construction; coordination of his work .with that of all other trades; and the satisfactory performance of his work. ACAI ASSOCIATES, INC. Date g T. THIS G. CHASE HAS BEEN TH N REVIEWED .➢ BY DATE t N0. POWERS f►r..41 e,al) rD uca\ to - 1 1+24J ,sr .. y. AI e u 1 cifiB ----- S RECEIVED MAR 2 2 1994 c. G. CHAU cotantuatos CIf. POWERS RECEIVED MAR 1 1 1994 C.G. CHASE CONSTRUCTION CO. fot[owng p were originally attached to plans with the following permit rmbol ; s _,used to ,attract y �SAFETXIS IN� dLVED1 When COM )<A ERT -HEED LTS HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS, for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, Install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as su periorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particular roof orfloor. These recommendations are based upon the collective experience of leading technical 8' -10' 8' -10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WING Do not break banding untll,instaila tlon begins:or lift bundled trusses by the bands. TRUSS STORAGE 'TRuSS'=PLATE INSOTE, `58 �`,bnotrlo Dr,, loo 'Madison, Wisconsin 53719 • (608) 833 -5900 , : personnel Inthewood truss industry, butmust, duetothe nature of responsibilities involved, be presentedas a guide for the use'of a qualified building designer or installer, Thus, theTruss Plate Institute, Inc. expressly disclaims any.responsibiliity for damages arising frorh the Ude; aPplicatiOn or reliance on the recoMmendations " and information contained herein by building designers, installers, and others. Copyright ° by Truss Plate Institute, Inc. All rights reserved, This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. UAUTION: Truss shore u nloaded; on rou tei u neven surfaces rhlc cauisedamage.to,the t ru s . . i-7jr., Frame 1 o less: tenipor, d e roa de tiniitG Om 0lnsttal Trusses stored vertically should be braced to prevent toppling or tipping. IA DANGER: Do not store bundles upright unless . properly braced. A DANGER: Walking on trusses which are tyi flats extremely dangerous and should be striCtly prohibited Tag Une 60° or Tess 0 .1601 MO Approximately 1 /2 truss length I -1 Approximately 1 /2 truss length Truss spans Tess than 30'. Tag Une Lifting devices should be connected to the truss top chord with a closed - loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Approximately 1 /s to h truss len , h ess than or equal to 60' � Toe in Approximately 1/2 to'✓% truss Ien h Tag Une Spreader Bar \I \I \\nsi %!% Toe In Spreader Bar Toe In Less than or equal to 60' Toe In Tag Line I GROUND BRACING:BUILDING INTERIOR R o 4{e'v, _ 12101102 NNW Approximately 1 to 1 truss length Greater than 60' 10' 10' 10' Approximately . 36 to 3/4 truss length Frame 2 Tag Une At or above mid- height Tag Line Strongback/ SpreaderBar Strongback/ SpreaderBar In Greater than 60' GROUND BRACING. BUILDING EXTERIOR Top chords that are laterally braced can buckle togetherand causecollapse ifthere lano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Up to 28' Over 28' - 42' Over 42' -60' Over 60' 2.5 3.0 3.0 DRD AL BRACE SPAC.ING(LBgj 7' 6' 5' TQP GH DtAGO SPACING [# rust; SP /DF 17 9 5 SPF /HF 12 6 3 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir ED TRU 12 SP — Southern Pine SPF- Spruce - Pine -Fir 4 or greater All lateral braces lapped at least 2 trusses. Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 4/12 4/12 4/12 8' 6' 5' 20 10 6 SPF /HF 15 7 4 See a registered professional engineer DF Douglas Fir -arch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 12 s AMIN/ 411•1511. SP-- - Southern Pine SPF, - Spruce- Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required e tOjvthes rec rordamage10 Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherand causecollapae if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. I SCISSORS TRUSS Up to 32' Over32' -48' Over 48' - 60' Over 60' BOTTOM CHORD LATERAL BRACE= SPACING(LB 'BO TTOM . CHORD ::' DIAGONAL BRACE SPADING (DBS I# trusses] SPF /HF.. See a registered professional engineer All lateral braces lapped at least 2 trusses._ Bottom chord diagonal bracing repeat at each end of the building and at -Same spacing as top chord , diagonal bracing. WEB MEMBER PLANE I 3 4 r - Permanent ��s continuous lateral bracing "c as specified by the truss engineering. Frame 4 Cross bracing repeated at each end of the building and at 20' Intervals. End diagonals are tiel>lor stability andmust be dup both ends of the truss system. chords that are laterally braced can buckle togethermM cause collapse inhere isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. 2x4/2x6 PARALLEL CHORD TRUSS Continuous Top Chord Lateral Brace Required Upto32' Over 32' - 48' Over 48' -60' Over 60' MINIMUM DEPTH 30" 42" 48" � OF CHORD 9 LATERAL BRACE SPACING(LB 8' 6' 5' TOP CHOR DIAGONAL BRACE SPACING (DB ? ` :.t# trusses] SP)DF 16 6 4 SPF /HF 10 4 2 See a registered professional engineer DF - Douglas Fir -Larch SP = :Southe Pine HF - Hem -Flr SPF Spr�i0e -Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs In line With the support. Continuous Top Chord Lateral Brace Required 4x2 PARALLEL CHORD TRUSS:TOP C HORD Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1y 1y End diagonals areeeaential for stability and must be duplicates# both ends of the truss system. Frame 5 X x Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -314" 7' 96" 2" 8' 108" 2" 9' L(In) 1/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) 1/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' DF - Douglas FIr -Larch HF Hem -Fir Top chords that are laterally braced can buckle togetherand causecollapee Hthere Isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. MONO TRUSS Maximum Misplacement PLUMB ± "— Continuous Top Chord Lateral Brace Required 10" or Greater SPAN Up to 24' Over 24' - 42' Over 42' - 54' Over 54' MINIMUM PITCH 3/12 3/12 3/12 TOP :CHORD LATERAL BRACE SPACING(LB 8' 7' 6' TOP CHORD DIAGONAL BRACE SPACING (DBS) [ # SP /DF 17 10 6 SPF /HF 12 6 4 See a registered professiona engineer Diagonal brace also required on end verticals. SP Sout hern Pine SPF - spruce- Pine -FIr Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. INSTALLATION TOLERANCES JL ..... ... ............................. ............................... .... ...................... .... T --- 1 1 ±h /4" Frame 6 L(In) Length L(in) Lesser of L/200 or 2" OUT -OF -PLANE INSTALLATION TOLERANCES. Alt lateral braces lapped at least 2 trusses. L(In) Lesser of L/200 or 2" •. MAXIMUM OV 5 A�gqDE OF I LI lei SE.R . • . PLAS157L Wroth fLA • 1 y.4 4.40 • 2.xls e PINE : a• vp1L�l3;!'d�il'r3Pf%37� IF1M41161 1M © 2 ` �' - 'P. MIMIC - AMU 5 MOM MINIMUM GRADE TOP C l *4 6 EDS If1FtD *4 -GALVANIZED 14E NAN&ER BY 131 -121 212- AND cAtiz :1 y .• cur ' : f2,. "OVEt1 -IANa USE If r? .1`. • hD.5, 2xt { t /2- PI NS . AND ov (- yp.) . OPTIONAL_ °W, wr 2X.4 LORUI (MC PSF) -AP LIYE: SO •- 10P.0E 15 . BUTTD1f•. '.� 111 • .T0 • • PF LU No.2ND 19 SP No.2ND 19 SP No.3 19 SP SCALE 1• SPBCINC : 21'• D.C. TP I 71.11ESI C N BLLONBOLE STRESS •INCREBSE'0NX - 12 : 4 PLATES ARE HUM H20-250,216 MANUFACTURED FROM ASTM A 146 6RD A 6ALVANI2ED STEEL(tEYCEPT AS SROY) PLATE HOST PE INSTALLED ON BOTH FACES OF JOINTS SYMNETRICALLY(EICEPT AS SHONN)DESIBM CONFORMS Y1TM NDS DESIGN SPECS AND.BSBC1TP1-7r THIS LESION IS FOR TRUSS FABRICATION ONLY.FOR PFRIUUIE111 AND•TEMPORART BRACIN6(YHICH : IS ALYAYS REOD)CONSULT BLDG ARCHITECT OR ENSIMEER CONGR • T( `` Y ) 24 6ot-TEP -ra T►E pzesivi = 1 - x 3 e1 1 • NG IZRICANE GL' 1 p5 (t3Y &ri-1 R5) No-m: JF3" jc l a STRAe CH (5R E551 TOP . P-1 O)ZL7 , Or ;11u- :tea ;► un-O N ! d± _ -- - ovERHAI' D��'AIL5 • • • DTAIL..14./...wEr2c , BP PROYEU .2X4 c (t PLAYA-= LEDVER �� igizlca ue cl-IP 2�nTt .DATE:' . • DAIS TRUSS CD INC .10 .Q p E 5. BY. : �. • DE . CHECKED BY :5 J, BRIE :9)10)90 ORBNI NC : JOB N0. � �. . • 11 i 1J T 1.11111 GRADE OF L6P1BER TOP G11IIRD:2 *4 No.2ND 19 SP B01 C1IOIW:2 *'1 No.2ND 19 SP WEDS :2 #.4 Na.3 19 SP W 111 zL LOADING •(PSF) TOP LIVE : DD TDP DEAD : 15 MON : 10 TOTAL. : 55 123 IIMPEN Marini ■M!I■ Iii:' maid NNW:. SCALE 1• SPACING : 24. O.C. TP1 73 OESIGN ALLDNABLE STAESS I N CAEASE S3X • NAIL ALONG T•Hg c t (z- L INg oEWE• 4 t- 1-10KM CAP Oak/OEMS W / . 1C& 4 144 Ls Al I.22" IoM 00C1-1 5 t 2 34! I4F mP,3 N GTION • • AP2 THa 'FIFTH• MEMI3E i AND NAIL_ AWN& Tf TE C.EI g -. l . t 1 °FALL IT, WE S :I NTO THE PI R5T }41 R W/. ICo d 14,LLr-- AT 12. RC CO r- 3GF4 MI- 1115512 . RATES ARE MITEK.M20 -258 216 MANUFACTURED FROM AM A 146 6RD A 6ALYANIIED STEEL(EICEPT AS SIIDMT, PLATE MUST BE INSTALLED DIUBOTII FACES OF JOINTS SYMMETRICALLY(EICEPT AS SMOVNIDESISN CONFORMS MITT, NDS DESIST, SPECS AHD SSBC TPI-91 11115 DESIGN IS FOR TRUSS FABRICATION OULY.FOR PERMANENT ANDrTEMPORARY BRACING(WHICH 1S ALWAYS REODICONSULT BLDG ARCHITECT OR ENGINEER. 11-IE CENTS RL(f•le 'Fm-IE ck-gpIz175 PND WEBS MUST C D I,JJ I Co d NAIL 5 & 1.2 O,G. GLIi�([,I -IUD. 1 N ADD IT0hl, A 44.. (L.✓ A EAC L-1 JO 11aT. DO Nat- NAIL. IN'ft +-II= .OU't'S(t I" F - rH1G GI -10IR7 . TNT 51.1 Tz;US.=.s Ut_D .92j JtE'TO MAI(sf-(I=ASKS GO14 E47r me c..15 1 I-INE 1 41-Q AND .WEBS W/. ICa'all I4AIL AT 12 ac .• fDM e40114 SI PE-5. 170 RIOT PLACE. T( -(d6S1= IJALS (NTO T4-1E O r5 ('I •lr12S CI= •1 a--101 .�. IN A I'►T' I O1�J PROV 1 DE= 1- Ol. e, VOLT & 1 1 o.c. 04 v30T.H TOP AN 2 . •M cA2zps 1 23x. ■R.. MC.ILTIPE 145MStR GIF -PER GONNEGT1oi1 (7 - TAI LS Al212 (TIDNAL A NAILS-- 121 Trft- AI77ITIONAL- 4..I'tAtL' 1234 IL F ALONG T1-IE L CHORDS c t- rrelz , pLAGE,.. l .•2' C 501.-T D 41-04 OF T O I FOUlz 1 4NIEetS ► -_, -� O,G,Q TDf'- eDTtUM U-1 I o T41 M5M13 r, -- -1 W 160 d NAI LG AT 12 "Pc NOTE : ON ALL TNi= UNIFORMLY LO, 47 2 SYMMCTRtcAL GIISMIR THE.. SPLICES MUST 13E 5T12_ 131(TURNING 'TI M - AFOU 4t7 f9Iblz - VOET1- L a . . DR DAIS TRUSS unit: FEB 171 FV•N MM O1717 .1J1✓1135 - . ES. DT. : I~1~ NECKED BY : S.J. ATE .: 4 0(g lx1 OAAI11 NG : JOB ND. : AMU -10KA 6B BRIE. (15Y ) u O MINIMUM GRADE OF LUMBER TOP CIIIIRD:2*4 No.2ND 19 SF DOI' CI1 OITD :2*4 No.2ND 19 SP WEBS :2 *+1 No.3 19 SF 146,44 uA160 -. S ° s (E_WFy) - LOROIN6 (PSF) TOP LIVE : 00 10P DENO : 15 BO TIDY : 10 10TRL : 55 i 0.47 _ 959* 14 CO2 6.13 47 SC RLE 1' SP RC I HC 24 • 0,C, TP i 711 DESIGN RL LOHRD LE STRESS IMMERSE 99x m 7 � � PLATES ARE HITEK M20-250 MANUFACTURED FROM ASTM A 446 SRO A GALVANIZED STEEL AS SHOWN 1 . PLATE HI SDESIG BE INSTALLED FOR TRUSS FABRICATION OHLY.FOR PE R RMANENTANO.TE BRACING( WHICHI CONFORMS D Q)CDN SU DESIGN TG ARCHITECT OR ENGINEER. I6.7 J9 J7 J5 0 J3 - J I ' 4- d (ICE t t C R Y J -5 ONLY.... . 2 -1cp a. C-Tat HALLS) # -. • J3 LJ'J Wfl 7M tom: 1-1 .; C LIPS _." — rDt? -J - 0 bN -.E!.. FAG6:.. _ -, 2- 169 d(ToeW Ls) Fois , J7 J >J t 1 J -1 - rHr�our1 --1 J (1 - 0") Tt7(aLOh)_ COMMON "H1 p ' JACK. : :: ONE c,H PPC.Z_ Qb ro :_ J -9 ONLY OR 4 z,(coNNI I= C11F .eA. (futly t.l4L.ED) U MBER,• T 2. eaTTC1. C.4-19g65-7.: t (J-11) 3x4 r L 2x4 No4. I(P1 �✓i IN15vs..4 x4 140.3112.5r. Jt /... Ort -ig ZN1S�; I►��1 aQ) ( 0.47)3cf,7� 6.°X.47-H.1.7 � y " _ .. .ANGWOI?A.GS TO 43 , 14. 62 P1-4 (i3r i31- ) . RR = I4 5# RL =959# U51NG A '45° HIP BA51 -1 HANGER (s. B1✓) 14c)> 14/2. o{c , (513L-01) I4°s5 0 ) 1425 OK, 11 SET ILK CORt\I JACK R C ALCULATON9 3x to 1I' -o aET i34O HIP -SET DETA(L 3X4 T'L. FEB 17 199 1-1U12RICA1•1 GLtr5 2 - 10 d -rot=-NAI L.s: 3xCo f- r:(4 2x4 DES. BY. CHECKED BY ORTE :9/10/0 DRRII I N6 : JOB HD. : MARK i MANUFACTURER ,. ttt V. f1141/4 TYPE NAILS TO TRUSS NAILS TO GIRDER MAX UPLIFT MAX. REACTION @ 33% MAX. REACTION @ 0•/ 1 HUGHES MFG. INC. JHA213 3 -10d 18 -16d 861 2854 2430 3 -10d 14 -16d 861 2219 1890 3 -10d' 12 -16d 861 1902 ', 1620 3 -10d , 8 -16d 861 1268 1080 I 2 , SOUTHEASTERN METALS INC. BHP218 4 -16d 16 -16d 606 2437 1950 4 -16d 14 -16d 606 2132 1404 4 -16d 12 -16d 606 1827 936 4 -16d 8 -16d 606 1218 624 3 SOUTHEASTERN METALS INC. BHP424 4 -16d 26 -16d 720 2525 2500 4 -16d 18 -16d 720 1748 1730 4 -16d 12 -16d 720 1165 1153 4 -16d 8 -16d 720 776 769 4 SOUTHEASTERN METALS INC. 4 -16d 18 -16d 606 • 2515 2047 H0218 4 -16d 16 -16d 606 2235 1819 i 4 -16d 12 -16d 606 1675 1364 1 4 -16d ,8 -16d 606 1117 909 SPH1 BY BUILDER SEE ENGINEERING DETAILS 2-5/8 BOLTS BOLTS 4700 6000 4510 SPH2 BY BUILDER ENGINEERING DETAILS BOLTS " BOLTS 6000 8300 6240 SPH3 BY BUILDER ENGINEERING BOLTS ' BOLTS 8200 12400 9323 323 a • HANGER SCHEDULE THESE VALUES AND SPECIFICATIONS HAVE BEEN TAKEN FROM THE MANUFACTURER'S LITERATURE AND APPROVALS. ALL HANGERS MUST BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. A ytood,?Accessori JOIST/TRUSS HANGERS, ADJUSTABLE • • 16 & 18 gauge galvanized steel (see table) • Extra long straps allow maximum number of nails for maximum strength • Can be field formed for top flange hanger convenience • A few sizes satisfies all your hanger requirements • No bolts required • . A full 2 -1/2" seat bearing depth • SBCCI Compliance Report No. 9142 • Dade County Approval No. 89- 0603.10 JHA 213 'JHA 422 is a Cleveland Steel Speciality Company product and is not reports. See ICBO ES Evaluation Report No. 4243 for allowable values design Toads for this model. Note: 16 gauge hangers have 2 additional holes at top edge for use with covered by our SBCCI or Dade County and /or conditions of use concerning 16" deep wood I -beams • Product Code Material 18 ga JHA 218 JHA 2 -213 JHA 2 -218 JHA 413 JHA 418 JHA 422' 16 ga 16 ga 18 ga 16 ga 18 ga 16 ga Qty/ Box 50 30 50 30 50 30 Wgt/ Box 40 41 40 41 4• 41 Dimensions W 1 -5/8" H 13 -1/2" 5 -1/2" 4 -7/8" 4 -7/8" 4 -1/2" 4 -1/2" 1 -5/8" 3 -1/8" 3 -1/8" 3 -5/8" 3 -5/8" 24 44 3 -5/8" 22" 18" 12 -1/2" 17 -1/2" 12 -1/4" 17 -1/8" C 5 -1/2" Fasteners' _ lDe'sigri'L.pads (Ibs) Header 18 -16d • 24 -16d 18 -16d 24 -16d 18 -16d 24 -16d 4 -1/2" 22 -16d ;Joist. Normal 3 -10d 2430 3 -10d 6 -10d 6 -10d 6 -10d 6 -10d 2767 2430 3240 2430 3240 2854 2929 2854 3250 2854 3250 Uplift 861 861 938 938 938 938 5 -16d 2945 3040 890 ■ E PRODUCT CODE OAUOE DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS PER CTN W H BS HEADER JOIST NORMAL• DESIGN LOAD LOAD WIND UPLIFT TOP FACE 2X SHP29 18 15/8 91/2 21/2 4-16d - 14.16d 6.10d 2500 2825 845 50 2X SHP213 18 15/8 131/2 21/2 2500 2825 885 20 2X SHP218 18 15/8 17 1/4 2 1/2 22.16d 3550 3550 885 50 FACE MOUNT 2X SHP29 18 15/8 91/2 21/2 26-16d 3-16d 2717 3150 455 50 2X SHP213 18 1 5/8 13 1/2 2 1/2 ' 28-18d 3-16d 2717 3150 455 20 2X SHP218 18 1 5/8 171/4 21/2 26-16d 3.16d 2717 3150 455 50 U 8 .yr t " " • MMAIMMN VVAILINCU HEADER ALLOWABLE IZE PRODUCT GAUGE DIMENSIONS DEPTH FASTENER SCHEDULE LOADS WIND PER O CODE HEADER UPLIFT CTN W H BS MIN. MAX. JOIST 100% 115% 125% TOP FACE 2X MSH -222 18 1 5/8 23 1 3/4 9 1/4 19 1/2 (9) 10d X 1 1/2 2280 2600 2700 1295 25 4X MSH -413 16 3 5/8 12 5/16 1 3/4 9 1/4 91/4 (9) 10d 3235 3405 3500 1415 50 4X MSH -418 16 35/8 17 1/2 1 3/4 9 1/4 13 1/4 (4) 10d (12) tOd (9) tOd 3235. 3720 4040 1415 25 4X MSH -422 18 3 5/8 22 1 3/4 9 1/4 20 (9) 10d 3235 3720 4040 1415 25 FACT MOUNT - MAXIMUM NAILING - 2X MSH -222 18 1 5/8 23 1 3/4 22 1/2 (28) 10d (9) 10d X 1 112 2275 2600 2700 1295 25 4X MSH -413 18 3 5/8 12 5/16 1 3/4 12 1/4 (16) 10d (9) 10d 1890 2170 2360 1415 50 4X MSH -418 18 3 5/8 17 1/2 1 3/4 17 1/2 (22) 10d (9) 10d _.1975 2270 2470 1415- 25 4X MSH -422 18 3 5/8 22 1 3/4 21 3/4 (28) 10d (9) 10d 2275 2615 2845 1415 25 INSTALLA DIMENSIONS FASTENER ALLOWABLE LOADS PRODUCT SCHEDULE NAILS ONLY SIZE CODE GAUGE NORMAL PER W H BS HEADER JOIST DESIGN MAX. WIND CTN LOAD LOAD UPLIFT 2X18 HHP218 14 1 9/16 18 3 18.16d ' 4.16d 2047 2515 606 20 16,18 1 9/16 18 3 9•16d 4-16d 1215 1495 585 20 I- 3 X18 HHP318 16,18 2 9/16 18 3 9 -16d 4-16d 1215 1495 - 585 20 4 X18 HHP418 14,16,18 3 9/16 18 3 9-16d 4-16d 1215 1495 585 20 F OOTNOTE STRAP TRUSS HANGER Design Features: • This multi- purpose truss hanger design bends to fit a variety of configurations including overhang or face mount Installations. Materials: 18 -16 gauge galvanized steel Loads: 455 - 4040 lbs. • TOP MOUNT INSTALLATION: se a specified fasteners In schedule o achieve values Indicated. Strap to be field- formed over the header a minimum of 11/2'. SEE GENERAL NOTES: 2, 3 4,5,9 CODE COMPUANCE: S.B.C.C.L 49166, METRO DADE COUNTY REPORT 492 -0830.4 TION Use e 8 sp e c nie d fas eners In sche o achieve values Indicated. SEE GENERAL NOT to be 8 field-formed over the header a minimum of 11/2'. CODE COMPLIANCE; NER PE SKEWED HIP TRUSS HANGER (BOX TYPE) Design Features: • Engineered for easy Installations with convenient straight nail In. design provides time saving proper installation. Materials: 18 -14 gauge galvanized steel Loads: SRS. 951 r, the •11..--_, s sho ab are at normal duration except as otherwise shown. INSTALLATION: Use a6 specified fasteners In schedule to achieve values Indicated. SEE GENERAL NOTES: 2, 3, 4, 5, 9 CODE COMPUANCE: S.B.C.C.1.19166, METRO DADE COUNTY REPORT 191 - 0702.3 AND 192 4830.5 .So order. BlA (1LSkaw..addRta.onderleft.Skew, add L HHP SHP ._ .• ik1 r, r. ° .,� XN`t'w .,• 5 Li i'1^1 - ; , ci✓ .:A FACE MOUNT TOP MOUNT Left Skew Showr DIMENSIONS FASTENER ALLOWABLE LOADS PRODUCT SCHEDULE NAILS ONLY SIZE CODE GAUGE NORMAL PER W H BS HEADER JOIST DESIGN MAX. WIND CTN LOAD LOAD UPLIFT 2X18 HHP218 14 1 9/16 18 3 18.16d ' 4.16d 2047 2515 606 20 16,18 1 9/16 18 3 9•16d 4-16d 1215 1495 585 20 I- 3 X18 HHP318 16,18 2 9/16 18 3 9 -16d 4-16d 1215 1495 - 585 20 4 X18 HHP418 14,16,18 3 9/16 18 3 9-16d 4-16d 1215 1495 585 20 F OOTNOTE STRAP TRUSS HANGER Design Features: • This multi- purpose truss hanger design bends to fit a variety of configurations including overhang or face mount Installations. Materials: 18 -16 gauge galvanized steel Loads: 455 - 4040 lbs. • TOP MOUNT INSTALLATION: se a specified fasteners In schedule o achieve values Indicated. Strap to be field- formed over the header a minimum of 11/2'. SEE GENERAL NOTES: 2, 3 4,5,9 CODE COMPUANCE: S.B.C.C.L 49166, METRO DADE COUNTY REPORT 492 -0830.4 TION Use e 8 sp e c nie d fas eners In sche o achieve values Indicated. SEE GENERAL NOT to be 8 field-formed over the header a minimum of 11/2'. CODE COMPLIANCE; NER PE SKEWED HIP TRUSS HANGER (BOX TYPE) Design Features: • Engineered for easy Installations with convenient straight nail In. design provides time saving proper installation. Materials: 18 -14 gauge galvanized steel Loads: SRS. 951 r, the •11..--_, s sho ab are at normal duration except as otherwise shown. INSTALLATION: Use a6 specified fasteners In schedule to achieve values Indicated. SEE GENERAL NOTES: 2, 3, 4, 5, 9 CODE COMPUANCE: S.B.C.C.1.19166, METRO DADE COUNTY REPORT 191 - 0702.3 AND 192 4830.5 .So order. BlA (1LSkaw..addRta.onderleft.Skew, add L HHP SHP ._ .• ik1 r, r. ° .,� XN`t'w .,• 5 Li i'1^1 - ; , ci✓ .:A FACE MOUNT TOP MOUNT Left Skew Showr STRAP TRUSS HANGER Design Features: • This multi- purpose truss hanger design bends to fit a variety of configurations including overhang or face mount Installations. Materials: 18 -16 gauge galvanized steel Loads: 455 - 4040 lbs. • TOP MOUNT INSTALLATION: se a specified fasteners In schedule o achieve values Indicated. Strap to be field- formed over the header a minimum of 11/2'. SEE GENERAL NOTES: 2, 3 4,5,9 CODE COMPUANCE: S.B.C.C.L 49166, METRO DADE COUNTY REPORT 492 -0830.4 TION Use e 8 sp e c nie d fas eners In sche o achieve values Indicated. SEE GENERAL NOT to be 8 field-formed over the header a minimum of 11/2'. CODE COMPLIANCE; NER PE SKEWED HIP TRUSS HANGER (BOX TYPE) Design Features: • Engineered for easy Installations with convenient straight nail In. design provides time saving proper installation. Materials: 18 -14 gauge galvanized steel Loads: SRS. 951 r, the •11..--_, s sho ab are at normal duration except as otherwise shown. INSTALLATION: Use a6 specified fasteners In schedule to achieve values Indicated. SEE GENERAL NOTES: 2, 3, 4, 5, 9 CODE COMPUANCE: S.B.C.C.1.19166, METRO DADE COUNTY REPORT 191 - 0702.3 AND 192 4830.5 .So order. BlA (1LSkaw..addRta.onderleft.Skew, add L HHP SHP ._ .• ik1 r, r. ° .,� XN`t'w .,• 5 Li i'1^1 - ; , ci✓ .:A FACE MOUNT TOP MOUNT Left Skew Showr t 311 N 1+11 JI'I GRADE OF LUPIBER TOP r :I JURD; 2 * 4 No.2ND 19 SP EiOT 'C11(JHD ;2*4 . No.2ND 19 SP WEDS ;2* 1 No.3 19 SP LOAUINC (PBF) :BP LIVE : 00 YJP DEAO. : 13 _ : 111 rum : 33 •r BERLE 1/231' -0 5PACINS : 21' 0. C. IP 1 70 BESIJN AL LOHAO LE STRESS INCOEASE 00x fiATES ARE HITEK H2O -258 216 NAUUFACTURED FROM AST11 A 416 6RD A 6ALVANIUEO STEEL(EICEPT AS 6H0JiN RAZE BUST BE. INSTALLED 011 50111 FACES OF JOIN19 SYHHETR1CAlLY(EICEPT AS SIIOIINIDEESISN CONFORHS all NDS•DESIBN SPECS AND ESBC TP1-91 11115 DE51511 IS FOR TRUSS FABRICATION ONLY.FOS PERMANENT AND. TEJIPORARYBRACINS(YNICH IS ALWAYS REODICONSOLT )LDS ARCNITECT ilisnlEER. YARDS _ -- } • 500 LAyouT) PIGGY 5AcK HIP BRACING L W IWEER N DE51GN FEB 1•' ORTE : • tat- 1WUE:tU ::-131 ACING.:a.44..01e. _ '-TRUSe) APPR01'E L?�O OAUE TRU wi NC. BES. By, : E,E, DECKED BY 1,,_51.) BATE 1 17/DO 010i111 Ng J' 110. p 111J1 I•IIJM GRADE OF LUMBER TOP CM0RD:2 *4 No.2ND 19 SP 1301" CI LORD : 2 * 4 No.2ND 19 SP WEBS : 2 * 4 No . 3 19 BP 4--0" 3x4 LDAOIN6 (PSF) TOP LIVE : DD TOP DEAD : 15 ODTTDY : 10 T1JTAL : 55 3x4- 2X - 6 PLATES ARE HITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL AS SHOWN) E 6 EICEPT THIS ATIONOHLY .FOR R PERMANENT BRACING( WHICHI CONFORMS S AYSREODj CON S SULTB SPECS LDBARC S HITECTOR 2X3 1A —0 SCALE 1' SPACING : 2T' 0,C, TP 178 DES 16 N AL LDHAO LE STRESS INCREASE OOS Priti -1 VA ' IES (TYPICAL ) VALLEY DETA1L.5 vl✓Iz- QV °241 -0 . 4x TRU 5�'N1N1T =. ti +cAL. AIhXJT C614; i' J Ni im GE1 AS s4 ?N ,�- - � 3x4 VPL., 2u 3 2 x�a ANtt7 OVA L -S & Use 1 " -20G. galvd. strap nailed W /2 -10D nails at ea. member, each face or 2 hurricane clips, one on ea. Face of truss. (by bldr.) RID (Y5 COMM O N TRUSSES . 14:1A g7 69 J (76E 1VA11 W 1`( 6LIDR)NA{LS . c-FE L . G21 LA'.(c)ur AP PRDYE U DADE TRUSS DATE: -° ►/W FEB 17 1994 S. 8Y. CHECKED AY : .J . DATE DARNING J08 NU. : ===<<<<A.C.E.S Version 6 Customer : 0 Project #: 8929T Span : 36-4 >>> [ 003171 J====. Tue Feb 15 09:34:54 1994 Truss ID : T06 Family # : 112 Quantity : Top Pitch : 4./12 FORCES - LOAD CASE 111 REACTIONS - SIZE 1-2= 1048 9-10=-993 2-16=-3823 7-11=-394 16=-2080 3.50 2-3=-2713 10-11= 2257 24 8-11= 496 10=-2080 3.50 3-4=-2883 11-12= 2846 - 3 -15= -394 8-10=-3823 4-5=-2304 12-13= 2627 3-14=-194 5-6=-2304 13-14= 2627 4-14= 295 6-7=-2883 14-15= 2846 4-13=-646 7-8=-2713 15-16= 2257 5-13= 1067 8-9= 1048 16-1=-993 6-13=-646 6-12= 295 7-12=-194 LOADING COND. 1 2. PROVIDE FOR 712, LBS UPLIFT AT JOINT 16 LOADING COND. 1 2, PROVIDE FOR 712, LBS UPLIFT AT JOINT 10 PLATE OFFSETS 0-8-1 5-1-13 , 9-8-10 ,13-9-15 18-2 I , 22-6-1 , 26-7-6 i 31-2-3 36-4 0-8-14 1 5-1-13 4-6-13 4-1-5 4-4-1 4-4-1 1 4-1-5 4-6-13 5-1-13 4x4 3x6 5 3x6 5x6 4 6 5x6 ------ 3x6 3 -.. -- .--=',.: 77;ft- 7 3x6 4/ 3x6 2 ...-7-0 , .-4 k.- ... ,p , ' ;\ 8 ,-;-,' 1 —.Rart-.7. -5 " . ...- 0- 1 16 15 4x5 3x4 14 13 12 11 10 3x4 3x8 3x4 3x4 4x5 3x6 SPL. 2-4 6-7-3 12-0 18-2 24-4 29-8-13 34-0 36-4 1 2 -4 4-3-3 5-4-14 6-2 6-2 5-4-14 1 4-3-3 2 R. HL TO PR :19-1-13 LEFT HEIGHT:-3-15 SPAN:36-4 RISE:6-4-10 RIGHT HEIGHT:0-3-15 L. HL TO PX:19-1-13 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.545 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 11-12=0.709 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.013=0.18 < L/360 WEBS :2*4 No.: 19 SFAC:ING : 24.0 in. REPETITIVE 4 pTRESSIES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREAPE LOADING PANEL(PLF) JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 16- 1=-34 WEB 2-16; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sae size and grade as web conn. to PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) fa SIGN LT 8 FEB 1 7 19 3x6 9 e w/1I nails 6 in. p.c. ECS, SSBC,TPI-91 G ARCHITECT OR ENGINEER. ===. Version 6 Customer : 0 Project # 8929T Span : 36-4 FORCES - LOAD CASE 111 REACTIONS - SIZE 9-10= 4853 2-14=-362 8-10=-362 1=-1982 3.50 10-11= 4242 3-14= 549 9=-1982 3.50 11-12= 3611 3-14==654 12-13= 3611 -4-13= 701 13-14= 4242 4-12=-988 14-1= 4853 5-12= 1567 6-12=-988 6-11= 701 7-11=-654 7-10= 549 LOADING COND. 1 2, PROVIDE FOR 685, CBS UPLIFT AT JOINT 1 LOADING COND. # 2. PROVIDE FOR 685, LBS UPLIFT AT JOINT 9 PLATE OFFSETS (X=LEFT,Y=TOP):Lf4=4,1.51,[i6=2,1.5],[j11=3,2],[i13=3.2] 5-1-13 . 9-8-10 13-9-15 18-2 5-1-13 4-6-13 4-1-5 4-4-1 1-2=-5139 2-3=-4872 3-4=-4077 4-5=-3094 5-6=-3094 6-7=-4077 7-8=-4872 8-9=-5139 6-7-3 1 6-7-3 L. HL TO P1( :19-1-13 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0_ 10 • \3x6 3x4 2x4 3 _.--_-.---- 3x8 1: ___„---- .... ii 1 ----- ---.7" --;:‘, / _..— — ..--...--- 'iNgil 14 13 3x4 5x6 Truss ID : T07 Quantity : 30 4 12-0 18-2 1 5-4-14 6-2 4x4 3x 24-4 1 6-2 SPAN:36-4 RISE :6-4-18 MAX STRESSES TOP 1-2=0.857 BOTT 12-13=0.875 DEFLAI12=0.40 . L/360 [ 003173 1==== 22-6-1 26-7-6 31-2-3 4-4-1 1 4-1-5 1 4-6-13 3x6 6 3x4 2 11 5x6 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9- 1= 10 CHORD: 11-12; 12-13 TO BE 2*4 ND.2ND 19 SP WEB 4-12; 6-12 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sae size and grade as web conn. to PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON Tue Feb 15 0935:28 1994 Family # : 112 Top Pitch : 4./12 2x4 \ - ."7 7 - - - - 8 1.' 3x8 ot':of .. ::',1."-.::"- 9 W ----- 10 3x4 29-8-13 36-4 1 5-4-14 6-7-3 SPACING : 24.0 in. 0. NO. OF MEMBERS = 1 R. HL TO PH :19-1-13 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.1D 19 SP WEBS :2*4 No.:, 19 SP FEB 1 7 36-4 5-1-13 w/lOd nails 6 in. D.E. 8, SSBC.TPI-91 ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. [ 003172 :I-- Customer : 0 Project #: )3929T Truss ID : T07A ° Span : 36-4 3x4 3x6 3 3x6 1 lAk 16 15 2-4 6-7-3 ) 1 1 2-4 4-3-3 L. HL TO PR:19-1-13 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 7;0 15 BOTT 0 10 4x5 3x4 12-0 5-4-14 1 OuantitY : 8 FORCES - LOAD CASE Ill 1-2= 795 9-10=-753 2-16=-3669 2-3=-2803 10-11= 2366 2-15= 459 3-4=-2933 11-12= 2904 3-10=355 4-5=-2337 12-13= 2668 - 3-14=-213 5-6=-2337 13-14= 2668 4-14= 312 6-7=-2933 14-15= 2904 4-13=-660 7-8=-2803 15-16= 2366 5-13= 1088 8-9= 795 16-1=-753 6-13=-660 6-12= 312 7-12=-213 LOADING COND. # 2. PROVIDE FOR 793, LBS UPLIFT AT JOINT 16 LOADING COND. # 2 PROVIDE FOR 793, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOPIaj 5-1-13 9-11-10 13-9-1518-2 5-1-13 4-6-13 ' 4-1-5 4-4-1 REACTIONS - SIZE 7-11=-355 16=-1998 3.50 8-11= 459 10=-1998 3.50 8-10=-3669 3x6 4 14 13 3x4 3x8 18-2 x4 5 22-6-1 4-4-1 24-4 6-2 ' 6-2 MAX STRESSES TOP 1-2=0.499 BOTT 11-12=0.719 DEFL.E L/760 3x6 --===t--- 6 6 SPL SPAM:36-4 RISE :6-4-10 1 26-7-6 4-1-5 3x4 7 3x6 8 3x6 9 12 11 10 3x4 3x4 4x5 1 29-8-13 34-0 36-4 I 5-4-14 R. HL TO PR :19-1-13 RIGHT HEIGHT:0-3-15 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 31-2-3 4-5-13 SPACING : 24.0 NO. OF MEMBERS REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33' UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-45 9-10=-34 10-16= 10 16- 1=-34 NEB 2-16: 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE - Note:Use lx4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of save size and grade as web conn. to n PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DE THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(NHICH IS ALWAYS REOD)CON — DADE—TRUSS—>: , >>=== Tue Feb 15 09:35:10 1994 Family # : 112 Top Pitch : 4./12 OF LUMBER No.2ND 19 SP No.2ND 19 No.3 19 in. o. =1 FEB / 7 rei 36-4 5-1-13 1 w/10d nails 6 in. o.c. S, SSBC.TPI-91 ARCHITECT OR ENGINEER. ===.<<<<A.C.E.S Version 6. [ 003187 3==== Customer : 0 Project #: 8929T Truss ID : H05 Span : 36-4 FORCES - LOAD CASE 1-2= 835 11-12=-790 2-3=-8503 12-13= 4142 3-4=-9453 13-14= 8067 4-5=-10560 14-15= 8963 5-6=-11064 15-16= 10560 6-7=-11064 16-17= 10560 7-8=-10560 17-18= 8963 8-9=-9453 18-19= 8067 9-10=-8503 19-20= 4142 10-11= 835 20-1=-790 LOADING COND. 1 2. PROVIDE FOR LOADING COND. B 2. PROVIDE FOR 13-8-141 13 - 8 7 1 3-8 3-8 4x8 2 1 20 4x4 3x6 2-4 2-4 7-0 LOADING (PSF) TOP 30 15 BOTT t: 10 L. HL TO PX:11-7-2 LEFT HEIGHT :-3-15 REACTIONS 2-20=-6763 7-15=-854 20=-4701 2-19= 4147 8-15= 2273 12=-4701 3711==1252 8-14= 1060 -3-18= 1081 9-14= 1081 4-18= 1060 9-13=-1252 4-17= 2273 10-13= 4147 5-17=-854 10-12=-6763 5-16= 733 6-16=-316 7-16= 733 1742, LBS UPLIFT AT JOINT 20 1742; LBS UPLIFT AT JOINT 12 L11.--0 , 14 - ? - 14 3 3 4x8 4x5 4 3 1 19 4x5 Quantity : . 8 x5 4x6 SPL. 4x5 4 4x5 5 6 7 SIZE 3.50 3.50 16 15 4x8 4x5 21-8-225-4 29-0 3-6-2 3 -7-143-8 'co 16e. e 4x8 8 4x5 Tue Feb 15 09:39:12 1994 Family # : 314 Top Pitch : 4.112 4x5 9 14 4x6 SPL. REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-11= 90 11-14= 20 14-18= 213 18- 1= 20 CONCENTRATED 14= 1238 18= 1238 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-11=-48 11-12=-34 12-14= 10 14-18=-74 CONCENTRATED 14=-428 18=-428 - tt 2 MEMBERS NAILED TOGETHER 0/16d NAILS 12 in. D.C. or 10d NAILS, 10 in. c.c. (CHORD AND WEBS) 11 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM HIM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CO P 2-8 3-8 18 10 20 - 1= - 34 36-4 0-8-14 4x8 10 3x6 -- 11 13 12 4x5 4x4 18-2 11 14-7-14 1-8-225-4 29-0 34-0 36-4 6 -8 6 - 7 - 146 - 6 - 2 4 3-6-2 6 -7-14 6 -8 5-0 2-4 1 R. HL TO P]( :11-7-2 SPAN:36-4 RISE:3-11-15 RIGHT HEIGHT:0-3-15 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 5-6=0.478 TOP CHDRD:2*4 No.2ND 19 SP BOTT 15-16=0.939 BOT CHORD:2*4 No.1D 19 SP DEFL.E . L/:;60 WEBS :2*4 No.:. 19 SPACING : 24..0 in. NO. OF MEMBERS = 2 FEB i 7 issi4 SSBC,TPI-91 ARCHIrECT OR ENGINEER. ===<<<<A.C.E.S Version 6, Customer : 0 Project # 8929T Span : 36-4 FORCES - LOAD CASE #1 1-2= 931 9-10=-882 2-16=-3397 2-3=-2690 10-11= 1854 2-15= 844 3-4=-2855 11-12= 2825 3-15e458 4-5=-3043 12-13= 2707 - 3-14=-141 5-6=-3043 13-14= 2707 4-14= 196 6-7=-2855 14-15= 2825 4-13= 440 7-8=-2690 15-16= 1854 5-13=-465 8-9= 931 16-1=-882 6-13= 440 6-12= 196 7-12=-141 LOADING COND.4 2, PROVIDE FOR 712. LBS UPLIFT AT JOINT 16 LOADING COND. 1 2, PROVIDE FOR 712, LDS UPLIFT AT JOINT 10 0-8-14 4-4 ) 8-8 13-0 18-2 1 4-4 4-4 4-4 5-2 4x8 3x4 4 3x6 3 ---=-,-,;;- 3x6 2 _ 1 16 LOADING (PSF) L D TOP 30 15 BOTT 0 10 15 4x5 3x4 2-4 6-6 2 1 _ 4 1 4-2 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33' UNIFORM NORMAL 13-0 6-6 L. HL TO PH:13-8-7 LEFT HEIGHT:8-3-15 SPAN:36-4 REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 1- 9= 90 9- 1= 20 (NONE) 1- 9=-48 9-10=-34 C 003176 ] Truss ID : HOB Quantity : 4 REACTIONS - SIZE 7-11=-458 16=-2080 3.50 8-11= 844 10=-2080 3.50 8-10=-3397 4 42 14 3x4 18-2 5-2 23-4 5-2 2x4 -5- 13 3x8 23-4 5-2 MAX STRESSES TOP 4-5=0.937 BOTT 14-15=0.709 DEFL.E . L/360 77 P c-#1> FiLLE72 4x8 6 3x4 3x6 SPL. 10-16= 10 16- 1=-34 12 27-8 '4-4 29-10 6-6 PLATES ARE MTH N20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C ---<<<-DADE-TRUSS->>>>=== Tue Feb 15 09:36:18 1994 Family # : 314 Top Pitch : 4./12 4-4 3x4 7 3x6 36-4 1 '4-4 8 1 1 1 10 3x4 4x5 SPACING : 24.0 in. NO. OF MEMBERS = 1 34-0 36-4 1 4-2 2 1 _ 4 1 3x6 R. HL TO PH :13-8-7 HISE:4-7-15 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 S' FEB 0-8-14 i 9 PECS SSBC.TPI-91 ARCHITECT OR ENGINEER. ===<<< A E.S Version 6 [ 003175 ]==== '' -'' '===<<<<-DADE >>=== Customei- : 0 `"�= Tue Feb 15 09:36:00 1994 -. Project #: 8929T Truss ID : H07 Family # : 314 FORCES - LOAD CASE 01 REACTIONS - SIZE 1-2= 931 9-10=-882 2-16=-3397 7-11=-458 16=-2080 3.50 2-3=-2690 10-11= 1854 2-15=„844 8-11= 844 10=-2080 3.50 3-4=-2855 11-12= 2825 3°15=-458 8-10=-3397 4-5=-3043 12-13= 2707 '3-14=-141 5-6= 13-14= 2707 4-14= 196 6-7=-2855 14-15= 2825 4-13= 7-0=-2690 15-16= 1854 5-13=-465 8-9= 931 16-1=-882 6-13= 440 6-12= 196 7-12=-141 LOADING COND. 0 2, PROVIDE FOR 712, LBS UPLIFT AT JOINT 16 LOADING COND. 0 2, PROVIDE FOR 712, LBS UPLIFT AT JOINT 10 &1-8-11.4 ) 4-4 � 8-8 � 13-0 } 18-2 ! 23-4 � 27-8 � 32-0 } 36-4 } &0_8_1�& 4-4 4-4 4-4 5-2 5-2 4-4 4-4 4-4 / 4 8 2x4 4x8 3x4 4 3x6 2 16 15 4x5 3x4 • - 7 - DP cheA 14 13 12 11 3x4 3x8 3x4 3x4 4x5 3x6 SPL. 6 3x4 = ---- 7 3x6 -, 46. - .- - ��_�� 2-4 �-� 13-0 18-2 23-4 29 �K0 34-0 36-4 21-4 1 6-6 � 5-2 | 5-2 1 �D 6_- 1 4_2 - 1 6 L. �� . ~.. ~~ .13_8_« R. HL TO 19( : LOADING (PSF) MAX STRESSES STRESSES MINIMUM GRADE OF LUMBER u TOP 4 5=0 , CHORD:2*4 TOP * - 2N 19 SP TOP 30 15 BOIT 14-1' -5''''' -'9 TOP ~^~~" ' ~ 14-15=0.709 Bu/ CHunu:2*4 No 2ND 19 SP B0TT 0 10 DFFl.@13=. < L/7.60 WEBS :2*4 No 19 SP in o REPETITIVE STRESSES NOT USED SPACING : 24^" ^ ^ NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 16- 1=-34 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 nmn A GALVANIZED STEEL (EXCEPT AS SHOWN) PLATE MUST BE INSTALLED THIS DESIGN IS FOR TRUSS FABRICATION JOINT, SYMMETRICALLY(EXCEPT ' ' o'~ -' ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CON ARCHITECT OR ENGINEER. ==='<<<A.C.E.S Version 6, Customer : 0 ` Project #: Span : 36-4 1-2= 931 B�2690 6-7=-2855 LOADING (PSF) TOP 30 15 FORCES #1 0-11=054 11-12= 2825 12-13= 2707 13-14= 2707 14-15= 2825 15-16= 1854 16-1=-O82 - 4-14= 196 4-13= 440 5-13=-465 6-13= 440 6-12= 196 7-12=-141 LOADING COND. 0 2, PROVIDE FOR 712, LBS UPLIFT AT JOINT 16 LOADING COND. 0 2, PROVIDE FOR 712, LBS UPLIFT AT JOINT 10 0-8-11 4-4 8-8 13-0 18-2 | 1 3x4 3x6 3 3x6 2 4x8 4 16 15 14 4x5 3x4 3x4 2-4& .6-6 / / | L. HL TO PX: LEFT HEIGHT:0-3-15 SPAN:36_4 REPETITIVE STRESSES NOT USED [ 003174 ] Truss ID : REACTIONS - SIZE 7-11=-458 16=-2080 3.50 8-11= 844 10=-2080 3.50 8-10=-3397 23-4 27-8 32-0 1 36-4 } � } 2x4 5 3x8 13-0 18-2 23-4 1 6-6 5-2 5-2 MAX STRESSES TOP 37 BOTT 14-15=0.709 oE+LA < L/360 4x8 1 6 13 12 11 3x4 3x6 SRA. ==:< DADE ->>>>=== Tue Feb 15 09:35:45 1994 Family # : 314 Top Pitch : 4./12 3x4 7 3x6, 8 3x6 ■ 3x4 4x5 29-10 34-&0 -^& � -� 1 6-6 RISE:4-7-15 RIGHT HEDGHT:0-3-15 MINIMUM TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 G SPACING : 24.0 in. NO. OF MEMBERS = 1 LOADING STRESS INtREASE LOADING PANEL(PLF) / JUlNTS(L8S) LUMBER fLATE TYPE 1 1.33 1.33 ` UNIFORM 1- 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 16- 1=-34 PLATES ARE MlT[K MANUFACTURED 446 88D A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMM[TRDCALLY<EXCEPTAS SHnWN>U[SIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FUR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C0 FEB «� 7 10 ,0-8-1^& CS, SSBC,TPI-91 ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. ')» f 003177 ]====r Customer : 0 Tue Feb 15 0936:35 1994 - Project #: 8929T Truss ID : T04 Family # : 112 Span : 36-0 Quantity : Top Pitch : 4./12 FORCES - LOAD CASE 11 REACTIONS - SIZE 1-2= 1042 9-10=-987 2-16=-3771 7-11=-395 16=-2061 3.50 2-3=-2674 10-11= 2212 2-15= 509 8-11= 509 10=-2061 3.50 3-4=-2820 11-12= 2802 3-16==395 8-10=-3771 4-5=-2275 12-13= 2596 - 3 -14= -189 5-6=-2275 13-14= 2596 4-14= 267 6-7=-2820 14-15= 2802 4-13=-642 7-8=-2674 15-16= 2212 5-13= 1052 8-9= 1042 16-1=-987 6-13=-642 6-12= 267 7-12=-189 LOADING COND. 1 2. PROVIDE FOR 705, LBS UPLIFT AT JOINT 16 LOADING COND. # 2. PROVIDE FOR 705, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOP):(j4=4,1.5],(j6=2,1.53,[j13=4,2], 0-8-14 5-1-5 9-4-14 13-8-? 18-0 22-3-9 5-1-5 4-3-9 4-3-9 4-3-9 4-3-9 LOADING (PSF) L D TOP 30 15 BOTT 0 10 26-7-2 30-10-1136-0 0-8-14 4-3-9 4-3-9 5-1-5 3x6 3 3x6 2 11 -% 1 16 4x5 2-4 1658 2-4 4-2-8 ' 15 3x4 3x6 3x4 4 12-3-4 5-8-12 14 3x4 L. HL TO PR:10-11-11 LEFT HEIGHT:0-3-15 SPAN:36-0 18-0 5-8-12 4x4 5 3x6 13 5x8 MAX STRESSES TOP 1-2=0.520 BOTT 14-15=0.697 DEFLA13=0.18 ° L/360 6 3x4 --c.- - --"="- 7 3x6 -, ---==-- ....7."" 8 ------ ...-57. 4:-.---- - % N'.. -'---- .OS.:". ,--',-- 23-8-12 5-8-12 12 3x4 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33' UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 16- 1=-34 WEB 2-16; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE - Note:Use 1x4 or 2x3 Cont.Bracino conn.w/2-8d nails,or T-brace of sae size and grade as web conn. to PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINS(WHICH IS ALWAYS REOD) 11 5 10 3x4 4x5 29-5-8 33-8 3 6 -9 1 5-8-12 4-2-8 2-4 3x6 _ 9 R. HL TO PH :10-11-11 RISE:6-3-15 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 fa SIGN 1 SPACING : 24.0 in. NO. OF MEMBERS = 1 FEB 7 e w/10d nails 6 in. o.c. PECS, SSBC,TPI-91 D6 ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. Customer : 0 • Project #: 8929T Span : 36-0 FORCES - LOAD CASE 11 1-2= 1042 9-10=-747 2-16=-3782 2-3=-2686 10-11= 2312 2-15= 512 3-4=-2836 11-12= 2849 3-1-5==398 4-5=-2291 12-13= 2622 -3-14=-187 5-6=-2291 13-14= 2611 4-14= 265 6-7=-2853 14-15= 2816 4-13=-640 7-8=-2752 15-16= 2222 5-13= 1062 8-9= 789 16-1=-987 6-13=-657 6-12= 284 7-12=-211 LOADING COND. # 2, PROVIDE FOR 699, LBS UPLIFT AT JOINT 16 LOADING COND. 1 2, PROVIDE FOR 793, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOP):[j4=4,1.5),[i6=2,1.5],[j13=4,2), 0-78-141 5-1-5 1 9-4-14 13-8—? 1 18-0 t 5-1-5 4-3-9 4-3-9 4-3-9 L. HL TO PX:10-11-11 LEFT HEIGHT :8-3-15 = = 3x6 1 3x4 3x6 6 : = x4 5 3x6 3 2 , 1,1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 16 15 14 4x5 3x4 3x4 2-4 6-6-8 4-2-8 12-3-4 5-8-12 SPAM:36-0 REACTIONS - SIZE 7-11=-354 16=-2067 3.50 8-11= 469 10=-1974 3.50 8-10=-3606 Truss ID : TOS Quantity : 42 18-0 5-8-12 C 003256 J==== 22-3-9 1 4-3-9 MAX STRESSES TOP 1-2=0.520 BOTT 11-12=0.705 DEFL.@1:=0.18 L/360 <—DADE—TRUSS—)=== Wed Feb 16 10:39:23 1994 Family # : 112 Top Pitch : 4./12 , 26—?-2 , 30-10-11 36-0 4-3-9 4-3-9 5-1-5 3x4 7 3x6 ==== 8 3x6 ,-; 9 • 13 12 11 10 5x8 3x4 3x4 4x5 23-8-12 29-5-8 1 33-8 36-0 1 1 1 5-8-12 5-8-12 4-2-8 2-4 1 R. HL TO PI( :18-11-11 RISE:6-3-15 RIGHT HEIGHT:8-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.: 19 ' fa SIGN LT SPACING : 24.0 in. NO. OF MEMBERS = 1 REPETITIVE STRESSES NOT USED 4 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 ' UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 16- 1=-34 WEB 2-16; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE - Note:Use 1x4 or 2x3 Cont.Bracing conn.02-8d nails,or T-brace of same size and grade as web coon. t PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHDWN)DESISN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FDR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) FEB 7 010d nails 6 in. o.c. ECS, SSBC,TPI-9I 6 ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. Customer : 0 Project #: 8929T ' Span : FORCES - LOAD CASE 111 1-2=-131 10-11=-987 3-1=-3006 2-3= 0 3-4=-2964 4-5=-2943 5-6=-2336 6-7=-2336 7-8=-2877 8-9=-2719 9-10= 1042 REACTIONS - SIZE 8-12=-406 1=-1715 3.50 11-12= 2248 3-16= 363 9-12= 520 11=-2084 3.50 12-13= 2852 4-14==241 9-11=-3813 13-14= 2652 - 4-15=-271 14-15= 2694 5-15= 331 15-16= 2974 5-14=-699 16-1= 2581 6-14= 1091 7-14=-637 7-13= 262 8-13=-183 LOADING COND. # 2, PROVIDE FOR 597, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 708, LBS UPLIFT AT JOINT 11 PROVIDE FOR 38 LDS WIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=lEFT,Y=TOP1:[i14=4,2]. 3-0-9 ?-4-2 , 11-7-11 1 15-11-4 1 1 1 3-9-9 4-3-9 4-3-9 4-3-9 1 4x5 LOADING (PSF) L D TOP 30 15 BOTT 0 10 16 3x4 15 3x4 Truss ID : TO1 Quantity : 4x4 14 5 x8 20-2-13 1 24-6-6 4-3-9 4-3-9 13 3x4 4-5-12 19-2-8 15-11-4 21-8 1 1 1 1 4-5-12 ' 5-8-12 5-8-12 ' 5-8-12 L. HL TO PH:16-9-10 LEFT HEIGHT:1-0-3 SPAN:33-11-4 RISE:6-3-15 MAX STRESSES TOP 2:-4=0.572 BOTT 15-16=0.729 DEFLA414=0.19 . L/2:60 ( 003188 1==== Tue Feb 15 09:39:28 1994 Family # : 112 Top Pitch : 4./12 28-9-15 1 4-3-9 I 12 3x4 27-4-12 1 31-7-433-1174 5-8-12 4-2-8 2 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.; 19 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 33-11-4 1 0-8-14 5-1-5 1 1 4x5 R. HL TO PX :18-11-11 RIGHT HEIGHT:0-3-15 REPETITIVEkSTRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2-10= 90 10- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 2-10=-48 10-11=-34 11- 1= 10 WEB: 1-2 TO BE 2*6 No.2ND 19 SP WEB 3-1: 9-11 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracino conn.w/2-8d nails,or T-brace of same size and grade as web conn. to na PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESI6N CONFORMS WITH ND ESIG SPECS, SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINEWHICH IS ALWAYS READ INSULT 8186 ARCHITECT OR ENGINEER. FEB 7 /10d nails 6 in. o.c. -- <<<<A.C.E.S Version 6. `>>> Customer : 0 Project #: 8929T ' Span : 36-0 FORCES - LOAD CASE 1-2= 1078 11-12=-1030 2-3=-26020 12-13= 24698 3-4=-31012 13-14= 29655 4-5=-27810 14-15= 29655 5-6"-23130 15-16= 29421 6-7=23130 16-17= 26383 7-8=-27810 17-18= 26383 8-9=-31012 18-19= 29421 9-10=-26029 19-20= 29655 10-11= 1078 20-21= 29655 21-22= 24698 22-\=1O30 3x6 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL #1 2-22=-30138 2-21= 6825 3-19=-285 4-19= 3509 5-18= 6425 5-17=-6900 6-17= 14282 - 3-20= 2803 4x8 4x12 3 2 5x6 22 21 20 19 6x126x8 3x8 6x8 [ 003214 l====, `===<<“-DADE >>=== Tue Feb 15 09:46:03 1994 Truss ID : T02 Family # : special Quantity : Top Pitch : 4./12 B7=-6900 7-16= 6425 8-16=-4138 O-15= 3509 Y-15=-205 9-14= 2803 9-13=-6685 10-13= 6825 10-12=-30138 LOADING COND. 2. PROVIDE FOR 6079, L8S UPLIFT AT JOINT 22 LOADING COND. ' 2. FOR 6079. ^~. UPLIFT AT JOINT 12 PLATE OFFSETS ,Y=TUP :(j3=Y,2),[j4=3.3].(j6=J,2],[j8=3,3].[j1O=3.2l.D1J=5.2].D14=5,1.5]°[j15=3,2}.[j16=5,3l.[j17=4"2],[j18=5"3]. (j19=5,2).[j20=5,1.5]`[j21=3,23, 8-8-14 4-8-3 7-2-618-6 ,14-1-12 ��-��-�� -�-�� 36-8 8_8-1�� /. ' � , 4& ) �& / / 4-8-3 � i-6- � -�-� �-�-�� -��- �-��-�-�-��-�-��-�-� �-�-� �� ^& 5 5 4 • wr • L. HL TO PR:18_11_11 18 17 10x10 6x8 REPETITIVE STRESSES USED PANEL(PLF) / JOINTS(LBS) 1-11= 90 11-12= 20 12-22= 964 (NONE) ' 1-11=-48 11-12=-34 12-22=-333 REACTIONS - SIZE 22=-16851 5.67 12=-16851 5.67 5x6 6 4x5 7 5x6 8 MAX STRESSES TOP 30 BOTT 15-16=0:645 DEFL.@16=0.28 < L/360 MINIMUM TOP CHORD:2*4 BOT CHORD:2*8 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 4x8 4x12 - �&� 16 15 14 13 12 10x10 6x8 3x8 6x8 6x12 7-2-6 ' 8_0 25-6 - 2-4 4-8-3 .�-6 14-1-1 21- 33-836-0 1 L � � � �~^ ~ �~ -�- ~~ ~~ � ) 2 4 R. HL TO PH :10-11-11 OF LUMBER No.1D 1 No.1D No.3 in. =4 WEB: 2-22; 10-12 TO BE 2*6 No.2ND 19 SP WEB: 6-17 TO BE 2*4 No-2ND 19 SP tt 4 MEMBERS BOLTED TOGETHER WITH 1/2 in. BOLTS, 24 in. p.c. IN TOP AND BOTTOM CHORDS AND NAILED TO HER tt or 10d NAILS 10 in. _o.c.�( FROM EACH . FACE tt , �`��m/��'��r�o�o��6RDwGALVANIZED STEEL(EXCEPT AS SHOW PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS e NDS DESIGN SPECS. SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINEWHICH IS ALW REOD)CONSULT BLDG ARCHITECT OR ENGINEER. 16d NAILS 12 in. p.c. tt ===<<“A.C.E.S Version 6 Customer ' Project #: 8929T 1-2=-680 2-3=-678 3-4= 896 4-5= 896 5-6=-678 LOADING COND. 0 2. PROVIDE FOR 117, 0S UPLIFT AT JOINT 1 LOADING COND. 0 2. PROVIDE FOR 117, 0S UPLIFT AT JOINT 7 LOADING COND. # 2, PROVIDE FOR 488, L8S UPLIFT AT JOINT 10 LOADING COND. 0 2 PROVIDE FOR 480, CBS UPLIFT AT JOINT 9 0-8-1A 6-6 ` 13-0 ' 18-0 ' 23-0 ' 6_6 ' . 6_6 5-0 5—&0 3x6 1 FORCES - LOAD CASE *1 7-8= 643 2-11=-571 9-10=-741 346==1124 11-1= 643 4-9=-273 5-9=-1124 5-8= 1290 6-8=-571 6-6 } 6-6 L. HL TO PR:13_0_7 LEFT HEIGHT:0-3-15 LOADING (PSF) TOP 30 15 BOTT 0 10 2x4 11 3x4 15—&0 8-6 SPAN:36_0 Truss ID : HO4A Quantity : 10 9 3x6 3x6 3x4, 21-0 ' 6-0 MAX STRESSES TOP 1-2=0.742 BOTT 7-8=0.438 DEFL.E48=0.04 L/360 r 003206 ]==== ===<<<<—DADE—TRUSS—>>>>=== Tue Feb 15 09:44:05 1994 Family # : 314 Top Pitch : 4./12 REACTIONS - SIZE 1=-653 3.50 7=-653 3.50 — 3.50 9=-1392 3.50 3x6 SPL. ' 29-6 . 6-6 29-6 8-6 REPETITIVE^STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOlNB(L8S> LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 90 7- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 7=-48 7- 1= 10 WEB 3-11; 5-8 BRACED at 1/2 POINTS AS SHOWN ABOVE 2x3 Com . T-brace nf_ same �size �d_grade as web conn. to oarr PLATES MANUFACTURED PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION UNLY.pOR PERMANENT AND TEMPORARY HRACyNH(W0CH IS ALWAYS RED 36-0 �| �� _ 3_1 6-6 36-0 ! 6-6 R. HL TO PR : MINIMUM OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.3 19 7 SPACING : 24.0 in. o. FEB NO. OF MEMBERS = 1 10W nails 6 in. o.c. NSOLT BLDG ARCHITECT OR ENGINEER. = = ==:< <:A.C.E.S Version 6 ' • .. . Customer : 0 • Project #: 8929T Span : 36 -0 1 -2 =-680 2 -3 =-678 3 -4= 896 4 -5= 896 5 -6= -678 6 -7= -680 LOADING COND. 4 2, PROVIDE FOR 117, LBS UPLIFT AT JOINT 1 LOADING COND. II 2. PROVIDE FOR 117, LBS UPLIFT AT JOINT 7 LOADING COND. 4 2, PROVIDE FOR 480, LBS UPLIFT AT JOINT 10 LOADING COND. t 2; PROVIDE FOR 480, LBS UPLIFT AT JOINT 9 0-871 6 -6 13 -0 , 18 -0 6 -6 6 -6 ' 5 -0 4x4 3x4 3x6 V 11 10 3x4 3x6 L. HL TO PH :13 -8 -? LEFT HEIGHT:8 -3 -15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 FORCES - LOAD CASE 41 7 -8= 643 2- 11 = -571 8 -9= -428 3-11=_1290 9-10= -741 340=-1124 10 -11 =-428 - 4-10 = -273 11 -1= 643 4-9= -273 5 -9= -1124 5 -8= 1290 6 -8= -571 2x4 2 -r- 6-6 15 -0 6 -6 8-6 SPAN : 36 -8 Truss ID : HO3A Quantity : 11 2- o _ REACTIONS - SIZE 1 = -653 3.50 7 = -653 3.50 10= -1392 3.50 9= -1392 3.50 6 -0 MAX STRESSES TOP 1-2=0.742 BOTT 7—G=0.438 DEFL . @8 =0.04 . L/:60 REPETITIVErSTRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LB5) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 7 = -48 7- 1= 10 [ 007205 1 = = == 23 -0 , 29-6 5 -0 ' 6 -6 7b G44-4, F /Le- 672 l 4x4 9 3x6 3x6 SPL. _ - -.. —DADE— TRUSS —) . _ —_ Tue Feb 15 09:43:50 1994 Family # : 314 Top Pitch : 4./12 2x4 8 3 x4 21 -0 29-6 36 -0 8 -6 6 -6 R. HL TO P]( :13 -8 -7 RISE:4 - ? -15 RIGHT HEIGHT:8 -3 -15 MINIMUM GRADE OF LUMBER TOF' CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.7. 19 SPACING :4.0 in. o. NO. OF MEMBERS = 1 36 -0 ,0 -8 -14 6 -6 F E 8 1 7 WEB 3 -11: 5 -8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2:3 Cont.Bracino conn.w /2 -8d nails,or T -brace of same size and grade as web conn. to narr face /10d nails 6 in. o.c. PLATES ARE MITEK M20- 258.216 MAtJFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEC(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND rESIGN SPECS. SSBC,TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH I5 ALWAYS RED 'INSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. Customer : 0 Project #: 8929T ' Span : 36-0 1-2=-680 2-3=-678 3-4= 896 4-5= 896 5-6=-678 6-7=-680 3x6 FORCES - LOAD CASE 11 7-8= 643 2-11=-571 8-9=-428 3-11= 1290 9-10=-741 3710==1124 10-11=-428 -4-10=-273 11-1= 643 4-9=-273 5-9=-1124 5-8= 1290 6-8=-571 LOADING COND. i 2. PROVIDE FOR 117, LBS UPLIFT AT JOINT 1 LOADING COND. # 2. PROVIDE FOR 117. LBS UPLIFT AT JOINT 7 LOADING COND. II 2, PROVIDE FOR 480. LBS UPLIFT AT JOINT 10 LOADING COND. il 2, PROVIDE FOR 480. LBS UPLIFT AT JOINT 9 8-13-1. 6-6 1 13-9 , 18-8 t ■ , 6-5 6-6 5-2 1 6-6 6-6 L. HL TO PH:13-0-7 LEFT HEIGHT :8-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE' TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 2x4 2 11 3x4 r 003204 1====• Tue Feb 15 09:43:37 1994 Truss ID : H02A Family # : 314 Quantity :a. Top Pitch : 4./12 4x4 3 REACTIONS - SIZE 1=-653 3.50 7=-653 3.50 10=-1392 3.50 9=-1392 3.50 23-8 '5-9 3x4 4 , 29-6 I 6-6 4x4 5 15-9 8-6 NOT USED SPAN :36-8 19 3x6 21-9 ' 6-8 MAX STRESSES TOP 1-2=0.742 BOTT 7-8=0.4738 DEFL.@8=0.04 L/360 9 3x6 3x6 SPL. 29-6 8-6 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 36-8 6-4 2x4 6 a 3x4 FEB 1 7 m4■,. ••••■■ 36-9 ' 6-6 OF LUMBER No.2ND 19 No.2ND 1 No.73 19 in. = 1 3x6 7 R. HL TO PX :13-0-7 RISE :4-7-15 RIGHT HEIGHT :0-3-15 PANEL(PLF) / JOINTS(LBS) 1- 7= 90 7- 1= 20 (NONE) 1- 7=-48 7- 1= 10 WEB 3-11; 5-8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use lx4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and orade as web conn. to narro ace w/10d nails 6 in. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASIA A 446 GRD A GALVANIZED STEEUEXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS v I6N SPECS. SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) SULT BLDG ARCHITECT OR ENGINEER. D.C. ===<<<<A.C.E.S Version 6 [ 003257 ]==== , - ===<<<<-DADE-TRUSS->>>>=== Customer : 0 Wed Feb 16 10:41:23 1994 ' Project #: 8929T Truss ID : T13 Family # : 114 ' Span : 44-9-1 Quantity :IP Top Pitch : 4./12 FORCES - LOAD CASE 01 REACTIONS - SIZE 1-2= 1138 9-10=-831 2-17=-4315 7-12= 103 17=-2241 8.00 2-3=-3301 10-11=-986 2-16= 7-11=-3436 9=-92 8.00 3-4=-2879 11-12= 1409 3716==45 8-11=-501 11=-2772 3.50 4-5=-2191 12-13= 1409 - 3-15=-565 8-10= 167 5-6=-2191 13-14= 2171 4-15= 416 6-7=-2288 14-15= 2731 4-14=-959 7-0= 1275 15-16= 3207 5-14= 908 8-9= 883 16-17= 2675 6-14=-135 17-1=1078 6-13=-374 7-13= 903 LOADING COND. 0 2. PROVIDE FOR 765, LBS UPLIFT AT JOINT 17 LOADING COND. @ 2, PROVIDE FOR 955, LBS UPLIFT AT JOINT 11 0-8-14 5-9-5 11-2-3 17-0-12 22-4-8 | 27-8-5 | 33-6-14 38_11_12 0-8-14 5-9-5 = � ~� � ~~. ~ _ ~ ~_ _ _ -_ ' 5-10-9 - - - . 5-4-13 - ' - . - - _ _ • �_�-� 5-4-13 5-10-9 . �_�_�� 5-3-12 ' �-��_� . �_�_�� . 5-9-5 3x8 3x6 2 1 17 L. HL TO PX: 1 4x4 ^� 3 16 3x6 SPL. 15 � 14 6 3x6 SPL. 3x6 SPL. 3x6 SPL. 3x8 7 3x4 � - N 13 4x6 3x4 3x4 3x8 3x4 2x4 3x6 8 12 11 � 1 0 2x4 ��-�- 11-2-3 ��-�-�� 22-4-8 27-8-5 ��_�_� �_� �- �& �& �8 ~~ 2 �_��_� 1 �_��_� � �_�_�� _�_�� _��_� 1 =-_� | �_�_�� 1 � R. HL TO PH :23-7-1 LOADING (PSF) MAX STRESSES 2-'3=0.590 MINI GRADE OF LUMBER ___ _L . D TOP 2 TOP No.1D 19 SP TOP �V �5 BOTT 15-16=0.651 BOT CHORD:2*4 No.1D 19 in. REPETITIVE STRESSES NOT USED SPACING : 24.0 NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33' UNIFORM (NONE) NORMAL 1- 9=-48 9-17= 10 17- 1=-34 WEB: 8-10 TO BE 2*6 No.2ND 19 SP WEB 2-17; 4-14 BRACED at 1/2 POINTS AS SHOWN ABOVE ' WEB 7-11 BRACED at 1/3 POINTS AS SHOWN ABOVE , . nails, PLATES ARE or T-brace of sake size and grade as web conn. to o�' ow face w/1OU nails 6 in. o.c. 258 GALVANIZED THIS DESIGN [S FOR TRUSS OF JOINT, - ' ~° CONFORMS WITH ` SSBC.TPI-91 /RUSS FoBRICA/mmONm.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYSHEf` CONSIJLT BLDG ARCH OR ENGINEER. �� .�� ===<<<<A.C.E.S Version 6. Customer : 0 Project #: 8929T Truss ID Span : 44-9-1 Quantity FORCES - LOAD CASE #1 1-2= 884 9-10=-835 2-17=-4139 7-12= 103 2-3=-3420 10-11=-989 2-16= 513 7-11=-3447 3-4=-2899 11-12= 1414 346= 8-11=-501 4-5=-2202 12-13= 1414 3-15=-587 8-10= 167 5-6=-2202 13-14= 2179 4-15= 428 6-7=-2297 14-15= 2750 4-14=-971 7-8= 1279 15-16= 3245 5-14= 914 8-9= 887 16-17= 2762 6-14=-132 17-1=-838 6-13=177 7-13= 908 LOADING COND. # 2, PROVIDE FOR 852. LBS UPLIFT AT JOINT 17 LOADING COND. # 2. PROVIDE FOR 948. LBS UPLIFT AT JOINT 11 1 11-2-3 1 17-0-12,22-4-8 1 27-8-5 33-6-14 i 38-11-1244-9-1 0-8-14 • I 5-9-5 5-4-13 5-10-9 '5-3-12 5-3-12 5-10-9 5-4-13 5-9-5 2-4 11-2-3 ; I 2-4 8-10-3 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3x6 SPL. 3x4 3x4 4 3R. 4 -' -.-- , „ 3x8 3 3x6 2 — s'%.... --.7 1 _...0 "*..;,• ,-.*-- = = , LOADING STRESS INeREASE LOADING PANEL(PLF) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 2 1.33 1.33' UNIFORM (NONE) NORMAL 1- 9=-48 4x6 3x4 3x4 3x8 3x6 SPL. / JOINTS(LBS) 9- 1= 20 9-17= 10 17- 1=-34 [ 003227 3====' T13A REACTIONS - SIZE 17=-2154 8.00 9=-90 8.00 11=-2779 3.50 4x4 5 3x4 6 L. HL TO PR:23-7-1 LEFT HEIGHT:0-3-15 SPAN:44-9-1 RISE:7-9-7 MAX STRESSES TOP 2-:=0.596 BOTT 15-16=0.656 DEFLA15=0.17 L/360 3x6 SPL. ===<<<(-DADE-TRUSS->>>>=== Tue Feb 15 09:49:34 1994 Family # : 114 Top Pitch : 4./12 3x6 SPL. 3x8 - 7 3x4 .,...,..T 3x6 8 1 --- ----t4,- 9 ......, 17 16 15 14 13 12 11 10 3x4 2x4 3x6 2x4 44-9-1 17 22 27 33 43 5 5 5-3-12 1 5-10-9 1 4-5-1 1 5-8-1 R. HL TO PR :23-7-1 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.1D 19 41 WEBS :2*4 No.:. 19 FE81 isz94 SPACING : 24.0 in REPETITIVE STRESSES NOT USED ) NO. OF MEMBERS = 1 WEB: 8-10 TO BE 2*6 No.2ND 19 SP WEB 2-17: 4-14 BRACED at 1/2 POINTS AS SHOWN ABOVE - WEB 7-11 BRACED at 1/3 POINTS AS SHOWN ABOVE Note:Use lx4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same site and grade as web conn. to na ow face w/10d nails 6 in. D.C. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMNETRICALLY(EXCEPT AS SHDWN)DESIGN CONFORMS WITH DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FORPERNANENT AND TEMPORARY BRACING(WHICH IS ALWAYS R !OCONSULT BLDG ARCHITECT OR ENGINEER. Version 6. Customer : 0 Project #: 8929T Span : 44-9-1 17 L. HL TO PH:23-7-1 16 2x4 3x4 3x6 SPL. • 15 5x6 SPL. W/B REPETITIVE STRESSES NOT USED NOTE: PROVIDE FOR4.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10- 1= 10 C 003258 3 Truss ID : T12 Quantity : 6 14 13 3x4 3x8 3x4 4x6 SPL. Wed Feb 16 10:43:17 1994 Family # : 114 Top Pitch : 4./12 FORCES - LOAD CASE il REACTIONS - SIZE 1-2=-6068 9-10=-1056 2-17= 108 7-12= 48 1=-2350 8.00 2-3=-5338 10-11= 4438 2-16=-688 8-12= 190 10=-2618 8.00 3-4=-4410 11-12= 4438 346 8-11= 96 4-5=-3530 12-13= 4617 - 3 -15= -1044 8-10=-6061 5-6=-3530 13-14= 4045 4-15= 674 6-7=-4264 14-15= 4184 4-14=-1227 7-8=-4867 15-16= 5064 5-14= 1754 8-9= 1115 16-17= 5711 6-14=-1023 17-1= 5711 6-13= 477 7-13=-679 LOADING COND. i 2, PROVIDE FOR 815, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 862, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOP):(j8=5,1.5], 5-9-5 11-2-3 17-0-12 22-4-8 27-8-5 33-6-14 38-11-1244-9-1 0-8-14 • 1 1, 5-9-5 5-4-13 5-10-9 5-3-12 5-3-12 5-10-9 5-4-13 5-9-5 3x6 SPL. 4x4 3x4 5 3x4 6 3x4 ‘7.. ,g.__ 7 3x4 -_-_ = '''' IA. AS= 3x12 4x10 2 _ -- -.. 3x6 , ;- -', --z,--- --zr•- 9 _ ...?- .':---- _ --?-7-- --..... 12 1 1 10 3x4 2x4 4x10 43-2-1 5-9-5 11-2-3 17-0-12 22-4-8 27-8-5 33-6-14 38-11-12 44-9-1 5-9-5 1 5-4-13 1 ' 5-10-9 1 5-3-12 1 5-3-12 1 5-10-9 5-4-13 14-2-5 1 1 R. HL TO PI( :23-7-1 LEFT HEIGHT:€-3-15 SPAN:44-9-1 RISE:7-9-7 RIGHT HEIGHT:0-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.9:0 TOP CHORD:2*4 No.1D 19 SP TOP 70 15 BOTT 16-17=0.861 BOT CHORD:2*4 No.1D 1' BOTT 0 10 DEFL.@15=0.42 L/:60 WEBS :2*4 No.: 1 SPACING : 24.0 in. NO. OF MEMBERS = 1 FEB WEB: 8-10 TO BE 2*6 No.2ND 19 SP WEB 3-15; 4-14; 5-14; 6-14; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracinq conn.w/2-8d nails,or T-brace of same size and grade as web conn. t' arrow face w/lOd nails 6 in. o.c. PLATES ARE MITE M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAY EOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 [ 003226 1===• , ===<<<<—DADE—TRUSS—>>>>=== Customer : 0 Tue Feb 15 09:49:15 1994 Project #: 8929T Truss ID : T12A Family # : 114 Span : 44-9-1 Quantity : Top Pitch : 4./12 FORCES - LOAD CASE 11 REACTIONS - SIZE 1-2=-6158 9-10=-1041 2-17= 108 7-12= 167 1=-2380 8.00 2-3=-5430 10-11= 5035 2-16=-685 8-12=-160 10=-2588 8.00 3-4=-4504 11-12= 5035 346="346 8-11= 101 4-5=-3624 12-13= 4884 - 3-15=-1042 8-10=-6582 5-6=-3624 13-14= 4189 4-15= 673 6-7=-4416 14-15= 4273 4-14=-1226 7-8=-5148 15-16= 5151 5-14= 1814 8-9= 1099 16-17= 5795 6-14=-1104 17-1= 5795 6-13= 556 7-13=-824 LOADING COND. 1 2. PROVIDE FOR 824, LBS UPLIFT AT JOINT 1 LOADING COND. #1 2, PROVIDE FOR 830, LAS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOP):1j8=5,1.51. • 1 5-9-5 11-2-3 1 2 ' 17-0-1 22-4-8 27-8-5 5-9-5 5-4-13 5 '5-3-12 4x4 3x4 5 3x4 3x4 4 —.....,-- --- --- 6 3 —, x4 3 - r. -. . .1 -. -- - =/,'.,.7 *, -....-- -- 2, 7, --- ___==- ._. - 'mri''... • A:-** -...-. :,..1 m ..-, -.-=' -- 4x10 2 1 „„ _, ,..0,-- ...„..,- L. HL TO FR:23-7-1 3x6 SPL. 3x6 SPL. 5x6 SPL. W/B 33 ,0-8-14 5-10-9 ' 5-4-13 • 5-9-5 4x6 SPL. 3x4 7 17 16 15 14 13 2x4 3x4 3x4 3x8 3x4 3x4 3x12 8 3x6 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER TOP 1-2=0.948 TOP CHORD:2*4 No.1D 19 TOP 30 15 BOTT 16-17=0.872 BOT CHORD:2*4 No.1D 19 BOTT 0- 10 DEFLA15=0.45 L/360 WEBS :2*4 No.: 19 12 11 10 2x4 4x10 9 43-8-1 5-9-5 11-2-3 17-0-12 22-4-8 27-8-5 33-6-14 38-11-12 44-9-1 1 f 5-9-5 5-4-13 ' 5-10-9 1 5-3-12 5-3-12 5-10-9 1 5-4-13 4-8-5 R. HL TO PR :23-7-1 LEFT HEIGHT:0-3-15 SPAN:44-9-1 RISE:7-9-7 RIGHT HEIGHT:0-3-15 SPACING : 24.0 in. o. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.28 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING • LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE. TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10- 1= 10 WEB: 8-10 TO BE 2*6 No . 2ND 19 SF' WEB 3-15; 4-14; 5-14; 6-14; 7-13; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Contai conn.w/2-8d nails,or T-brace of saae size and grade as web conn. to arrow face w/10d nails 6 in. o.c. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WIT. DS DESIGN SPECS, SSBC.TPI-91 THIS DESIGN 19 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH 19 ALWAYS R CONSULT BLDG ARCHITECT OR ENGINEER. ===.<<<A.C.E.S Version 6.' Customer : 0 Project #: 8929T ' Span : 42-1-1 FORCES - LOAD CASE 11 1-2=-133 10-11=-726 2-3= 0 11-12=-884 3-4=-3309 12-13= 1450 4-5=-2851 13-14= 1450 5-6=-2184 14-15= 2179 6-7=-2184 15-16= 2705 7-8=-2296 16-17= 3139 8-9= 1167 17-1= 2506 9-10= 768 LOADING COND. 1 2, PROVIDE FOR 648, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2, PROVIDE FOR 928, LBS UPLIFT AT JOINT 12 PROVIDE FOR 46 LDS HORIZ. REACTION AT JOINT 1 . 3-1-5, 8-6-3 14-4-12 19-8-8 5-4-13 1 5-10-9 5-3-12 3x6 2x4 3 2 -0 -- jtt- 1 3x6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 3-1=-3001 3-17= 673 4-17==86 -4 5-16= 389 5-15=-930 6-15= 903 7-15=-157 7-14=-353 8-14= 864 3x4 4 17 3x4 3x6 SPL. • 8-13= 103 8-12=-3355 9-12=-498 9-11= 172 16 3x4 3x6 SPL. f 003230 1===== -, == . “-DADE-TRUSS-=== Tue Feb 15 09:50:23 1994 Family # : 114 Top Pitch : 4./12 Truss ID : T14 Quantity : 8 3 x8 REACTIONS 1=-1869 10=-92 12=-2718 15 25-0-5 5-3-12 4x4 3x4 6 3x4 MAX STRESSES TOP 7-4=0.712 BOTT 16-17=0.608 DEFL.al16=0.15 L/760 SIZE 3.50 3.50 3.50 30-10-14 36-3-12, 5-10-9 5-4-13 3x6 SPL. 7 3x8 14 3x4 3x6 SPL. L. HL TO PX:20-9-5 LEFT HEIGHT :1-2-18 SPAN:42-1-1 RISE:7-9-7 8 3x4 13 12 2x4 3x6 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 BOT CHORD:2*4 No.1D WEBS :2*4 No.3 • SPACING : 24.0 in . NOT USED NO. OF MEMBERS = 1 PANEL(PLF) / JOINTS(LBS) 2-10= 90 10- 1= 20 (NONE) 2-10=-48 10- 1= 10 42-1-1 5-9-5 0 11 2x4 oo. -8 -14 3x6 1 0 35 42-1-1 8-6-3 14-4-12 19-8-8 25-0-5 30-10-14 41-0-1 1 i I i 1 I 8-6-3 5-10-9 1 5-3-12 1 5-3-12 5-10-9 4-5-1 5-8-11-1 R. HL TO PIC :23-7-1 RIGHT HEIGHT:0-3-15 WEB: 9-11 TO BE 2*6 No.2ND 19 SP WEB 3-1; 5-15; 8-12 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracino conn.02-8d nails,or T-brace of same size and grade as web corm. to n row face w/10d nails 6 in. o.c. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH IS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS R '')CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6.''>>> Customer : 0 . Project #: 8929T • Span : 44-9-1 FORCES - LOAD CASE 11 1-2=-6219 11-12=-933 2-18=-345 2-3=-5932 12-13= 3235 3-18= 529 3-4=-5024 13-14= 4291 3-1V=705 14-15= 4141 - 4 -17= 673 15-16= 3826 4-16=-1056 16-17= 4554 5-16= 910 17-18= 5251 6-16=-35 18-1= 5869 6-15=-309 7-15= 867 8-15=-653 LOADING COND. # 2. PROVIDE FOR 806, LBS UPLIFT AT JOINT 1 LOADING COND. 2 PROVIDE FOR 903, 185 UPLIFT AT JOINT 12 PLATE OFFSETS (X=LEFT,Y=TOP):(j 4-5=-4018 5-6=-3810 6-7=-3681 7-8=-3:+:2 8-9=-4439 9-10=-4013 10-11= 986 ,4-9 ) 9-7-4 14-3 ,19-0 22-4-8 ,30-6-1,35-1-13 44-9-1 0-8-14 4-9 4-10-4 4-7-12 t 4-9 i-4-2 r 4-9 14 1-7-12 4-10-4'4-9 3-4-8 1 4 3x4 4x4 3x6 5 6 , 7 3x6 5x6 --...., ,,, -..., 4':/' '■.:., 4x10 2 . ------=-_-.. If 4 ' . •-- . ...-k . / ... nf. - q 6-4 12-8 6-4 ' 6-4 L. HL T0 P1{:2—O-5 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33' UNIFORM 2 1.33 1.33 UNIFORM NORMAL 8-14= 222 9-14=-116 9-13=-680 10-13= 817 10-12=-4913 2-a 18 17 16 3x4 3x4 3x8 19-0 6-4 4x6 SPL. SPAN :44-9-1 Truss ID : H15 Quantity : a REACTIONS - SIZE 1=-2324 3.50 12=-2664 3.50 25-9-1 6-9-1 MAX STRESSES TOP 2-7=0.670 BOTT 18-1=0.904 DEFLA . L/360 NOT USED PANEL(PLF) / JOINTS(LBS) 1-11= 90 11- 1= 20 (NONE) 1-11=-48 11-12=-34 12- 1= 10 [ 003225 :1====' TO F' F1L4 E/e 9 3x8 10 3x6 o 0,4P 15 3x8 32-1-1 6-4 14 3x4 4x6 SPL. ===<<<<-DADE-TRUSS->>>>=== Tue Feb 15 09:48:58 1994 Family # t special Top Pitch : 4./12 13 12 3x4 4x8 at 44-9-1 38-5-1 427_1 6-4 4-2 R. HL TO PH :20-0-5 RISE:6-7-15 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.1D 19 SP WEBS :2*4 No.7 1 SPACING : 24.0 in. NO. OF MEMBERS = 1 === WEB: 10-12 TO BE 2*8 No.1D KD SP WEB 4-16 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 10 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sage size and grade as web corm. to na ow f w/10d nails 6 in. p.c. PLATES ARE MITEK M10-258,216 MANUFACTURED FROM ASTM A 446 SRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH•FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH N DESIGN SPECS. SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RED CONSULT BLDG ARCHITECT OR ENGINEER. ===<“A.C.E.S Version 6 Customer : 0 Project #: 8929T Span : 44-9-1 FORCES - LOAD CASE 11 1-2=-6219 11-12=-933 2-18=-345 2-3-5932 12-13= 3235 3-18= 529 3-4=-5024 13-14= 4291 3-17 4-5=-4018 14-15= 4141 - 4 -17= 673 5-6=-3810 15-16= 3826 4-16=-1056 6-7=-3681 16-17= 4554 5-16= 910 7-8=-3882 17-18= 5251 6-16=-35 8-9=-4439 18-1= 5869 6-15=-309 9-10=-4013 7-15= 867 10-11= 986 8-15=-653 LOADING COND. 2. PROVIDE FOR 806. LBS UPLIFT AT JOINT 1 LOADING COND. O 2, PROVIDE FOR 903, LBS UPLIFT AT JOINT 12 PLATE OFFSETS (PLEFT,Y=TOP):(j3=3,3),[14=4,1.5],[18=2,1.5].09=3.3). 4-9 ,9-7-4 ,14-3 1 19-0 g2-4-67 1 30-6-1,35-1-13 ,44-9-1 '4-19-4'4—?-12'4-9 3-4-8' 1 4-9 '4-7-12'4-10-4'4-9 3-4-8 5x6 3x6 4 8-14= 222 9-14=-116 9-13=-680 10-13= 817 10-12=-4913 4x4 5 2x4 3 -- 4x10 2 1 _ V 18 3x4 6-4 12-8 6-4 '6-4 L. HL TO PR:20-0-5 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT o 10 REPETITIVE STRESSES 4 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 17 3x4 19-0 6-4 16 3x8 4x6 SPL. SPAN :44-9-1 Truss ID : H14 Quantity : 2 NOT USED PANEL(PLF) / JOINTS(LBS) 1-11= 90 11- 1= 20 (NONE) 1-11=-48 11-12=-34 12- 1= 10 r 003224 1==== REACTIONS - SIZE 1=-2324 3.50 12=-2664 3.50 3x4 4x4 6 3x6 8 25-9-1 6-9-1 15 3x8 MAX STRESSES TOP 2-3=0.670 BOTT 18-1=0.904 DEFL.E . L/360 32-1-1 1 '6-4 5x6 9 3x8 14 3x4 4x6 SPL. Tue Feb 15 09:48:41 1994 Family # : special Top Pitch : 4./12 13 12 3x4 4x8 44-9-1 38-5-1 42-7-1 1 I 6-4 4 -2 2-2 3x6 11 R. HL TO PH :20-0-5 RISE:6-7-15 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.1D 19 WEBS :2*4 No.: 19 SPACING : 24.0 in. NO. OF MEMBERS = 1 e 1 7 1994 1(41 nails 6 in. o.c. WEB: 10-12 TO BE 2*8 No.1D KD SF' WEB 4-16 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracino conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narr PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOW() PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS SIGN SPECS, SSBC,TPI-91 THIS DESIGN 15 FOR TRUSS FABRICATION DNLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) SULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 ^}>>> [ 003261 ]==== ===<<<<-DADE-TRUSS->>>>=== Customer : 0 ` Project #: 8929T Truss ID : H13 Wed 1994 Family : 44-9-1 Quantity : 2 �� special Top Pitch : *./12 • FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-6148 12-13=-663 2-19=-330 B-15= 937 1=-2292 3.50 2-3=-5826 13-14= 2085 3-1 9-15= 183 13=-2896 3.50 3-4=-4918 14-15= 3855 -14=-910 4-5=-4663 15-16= 4984 '4-18= 1157 10-14= 1483 5-6=-5378 16-17= 5419 5-18=-887 10-13=-3668 6-7=-5159 17-18= 5312 5-17= 194 11-13=-202 7-8=-4006 18-19= 5294 6-17=-71 0-9=-4225 19-1= 5800 6-16=-448 9-10=-3491 7-16= 520 10-11= 698 7-15=-1336 11-12= 701 LOADING COND. 0 2, PROVIDE FOR 795, LBS UPLIFT AT JOINT 1 LOADING COND. 0 2, PROVIDE FOR 936 LBS UPLIFT AT JOINT 13 PLATE OFFSETS (X=LEFT,Y=TUP):[j13=2.�,1.5], 4-4 �-&0 17-8-4,22-4-8 �-� � � � 4 III /- 4-4 F -� /- � / [ � �� - / - - / �_� �� - 3x4 4 8 � 2x4 2x4 3 -~- ^_ - --- 4x10 2 1 ;;'/ ' 19 6-6 13-0 ) 6-6 6-6 L. HL TO PH:13-8-7 LEFT HEIGHT:0-3-15 1,4 TOP 4444) L LE-12 18 17 3x4 5x6 SPL. 3x6 SPL. 16 15 4x6 SPL. 10 3 x6 -~~ 14 13 3x4 3x8 44-9-1 19-3 25-6-1 31-9-1 38-3-1 1 ) ) 1 42-1-1 i 6-3 6-3 6-3 6-6 �-�&0�� P. HL TO PH :13-8-7 SPAN:44_9_1 RISE:4-7-15 HIGHT HEIGHT:0_3_15 LOADING (PSF) S MINIMUM OF LUMBER _.. _ �� . TOP 5-6=0.651 TOP CHORD:2*4 No.1D 19 SP ��_ �0 �5 BOTT 19-1=0.903 BOT CHORD:2*4 No.1D 19 ^ SPACING : 24.0 in. o. STRESSES NOT USED NO. OF MEMBERS = 1 REPETITIVE NOTE: PROVIDE FOR Czu IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PAN[L(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-12=90 12- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-12=-48 12-13=-34 13- 1= 10 WEB: 11-13 TO BE 2*8 No.1D KD SP WEB 5-18; 7-15 BRACED at 1/2 POINTS AS SHOWN or ABOVE 2x3 Cont. 216 Bracing ��- , M20-258 ,^' T-brace nf_s��u�size and grade as web conn. to nar 'w face w/�d nails 6 in. u.c• PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND ESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY B ALWAYS REDD ---T __- ARCHITECT OR ENGINEER. === Version [ 003222 Customer • Project #: 8929T Truss ID : H12 ' Span : 44-9-1 Quantity : 2 FORCES - LOAD CASE *1 REACTIONS - SIZE /2-13=-663 2- 8-15= 937 1=-2292 3.50 2-3=-5826 13-14= 2085 3-19 9-15= 183 13=-2696 3.50 3-4=-4918 14-15= 3855 3-1@=-76V 9-14=-910 4-5=-4663 15-16= 4984 -4-18= 1157 10-14= 1403 5-6=-5378 16-17= 5419 5-18=-887 10-13=-3668 6-7=-5159 17-18= 5312 5-17= 194 11-13=-202 7-8=-4006 18-19= 5294 6-17=-71 8-9=-4225 19-1= 5800 6-16=-448 9-10=-3491 7-16= 520 10-11= 690 7-15=-1336 11-12= 701 LOADING COND. it 2, PROVIDE FOR 795, LBS UPLIFT AT JOINT 1 LOADING COND. @ 2. PROVIDE FOR 936, LBS UPLIFT Al JOINT 13 PLATE OFFSETS (X=LEFT,Y=TDP):[jD=2.� +1.5], 1 4-4 ,13—O � '��— > 17-8—�� ) 22-4-3 27-0-13 �36—�_1 5_1 � ��—�—� 0-8-1z ��—�� 4-4 '4-4 �D-8—�& 4-8-4 '�&—�—^& '4-8—*& 4-4 ' 4—^& 1-82-8 3x4 19 4x4 18 17 3x4 5x6 SPL. 3x6 SPL. 16 3x4 ]==== 3x4 3x4 3x4 4x4 3x4 ' -- 15 3x8 4x6 SPL. ===<<< DE— > >>=== Tue Feb 15 09:48:07 1994 Family # : special Top Pitch : 4./12 1 14 13 3x4 3x8 44-9-1 6-6 13-0 19-3 25-6-1 31-9-1 38-3-1 � 1 / 6-6 ' 6-6 ! 6-3 � 6-3 � 6-3 � 6-6 | 3x6 12 L. HL TO PX:13-8-7 LEFT HEIGHT:0_3_15 SPAN:44_9_1 RISE:4_7_15 RIGHT HEIGHT:0_3_15 LOADING (PSF) STRESSES MINIMUM OF �"_ _� ^� TOP 19-1=0.q03 5-6=0.651 TOP CHORD:2*4 No.1D 19 SP TOP �o �o BOTT � BOT CHORD:2*4 No.1D 19 BOTT 0 10 DEFL.@17=0.47 < L/360 WEBS :2*4 No.3 19 SPACING : 24.0 in. o. T_ AT ONE NO. OF MEMBERS = 1 ^ NOTE: m�I�mn�� IN. HORIZONTAL DISPLACEMENT N o��l� LOADING STRESS INCREASE PANEL(PLF) / JOINTS(0G) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-12= 12- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-12=-48 12-13=-34 13- 1= 10 WEB: 11-13 TO BE 2*8 No.1D KD SP WEB 5-18: 7-15 BRACED at 1/2 POINTS AS .Dracinv SHOWN ABOVE � T-hracemf_same size and grade as oeb coon. to oarr'' � �e w/8 nails ils6 in. o.c. STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND ESIGN SPECS, SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINEWHICH. IS ALWAYS REDD NSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version Customer : 0 Project #: 8929T Span : 44-9-1 4-5=-4663 5-6=-5378 6-7=-5159 7-8=-4006 8-9=-4225 9-10=-3491 10-11= 698 11-12= 701 FORCES - LOAD CASE 111 1-2=-6148 12-13=-663 2-19=-330 2-3=-5826 13-14= 2085 3-191,391 3-4=-4918 14-15= 3855 3 15-16= 4984 4-18= 1157 16-17= 5419 5-18=-887 17-18= 5312 5-17= 194 18-19= 5294 6-17=-71 19-1= 5800 6-16=-448 7-16= 520 7-15=-1336 ( 003221 )====- Truss ID : H11 Quantity : 8-15= 937 9-15= 183 9-14=-910 10-14= 1483 10-13=-3668 11-13=-202 REACTIONS - SIZE 1=-2292 3.50 13=-2696 3.50 LOADING COND. 2, PROVIDE FOR 795, LBS UPLIFT AT JOINT 1 LOADING COND. I 2, PROVIDE FOR 936, LH UPLIFT AT JOINT 13 PLATE OFFSETS (PLEFT,Y=TOP):013=2.5,1.51, 4-4 1 8-8 11 3-0 17-8-4 1 4-4 4-4 4-4 '4-8-4 4-8-4 4-8-4 4-8-4 4x4 3x4 4 2x4 3 4x10 2 m 6-6 13-0 1 6-6 6-6 L. HL TO PH:13-8-7 LEFT HEIGHT :0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 19 18 17 3x4 3x8 3x4 3x4 3x4 4x4 2x4 5 6 7 8 3x4 9 3x8 ea/ a it3 11 3 x 6 12 4 19-3 1 6-3 3x4 5x6 SPL. W/B 25-6-1 1 6-3 MAX STRESSES TOP 5-6=0.651 BOTT 19-1=0.903 DEFL.@17=0.47 . L/360 3x6, SPL. 16 3x4 3x8 4x6 SPL. SPAN:44-9-1 RISE:4-7-15 15 ===<<<<—DADE—TRUSS—>>>>=== Tue Feb 15 09:47:49 1994 Family S : special TOO Pitch : 4./12 ,36-1-140-5-1 44-9-1 0-8-14 4-4 4-4 1J82 L 8 ,1 14 13 3x4 3x8 44-9-1 31-9-1 38-3-1 42-1-1 6-3 ' 6-6 3-10 2 R. HL TO PH :13-8-7 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.1D 19P WEBS :2*4 No.3 19 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 REPETITIVE NOT USED NOTE: PROVIDE FOR 11.26 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-12= 90 12- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-12=-48 12-13=-34 13- 1= 10 WEB: 11-13 TO BE 2*8 No.1D KD SP WEB 5-18: 7-15 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sage size and grade as web conn. to nar ow face w/10d nails 6 in. o.c. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM AUK A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND DESIGN SPECS, SSDC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REGO ONSULT BLDG ARCHITECT OR ENGINEER. FE ===<<<<A.C.E.S Version 6. , Customer : 0 Project #: 8929T Span : 44-9-1 FORCES - LOAD CASE 1-2= 1172 12-13= 2971 2-3=-12052 13-14= 7875 3-4=-16103 14-15= 16702 4-5=-19135 5-6=-16702 6-7=-13029 7-8=-13732 8-9=-4805 9-10=-4805 10-11= 0 11-12=-164 15-16= 19135 16-17= 16100 17-18= 11434 18-19= 6921 19-1=-1115 LOADING COND. 11 2, PROVIDE FOR 2274, LBS UPLIFT AT JOINT 19 LOADING COND. # 2, PROVIDE FOR 1450, LBS UPLIFT AT JOINT 12 PROVIDE FOR 166 LBS HORIZ. REACTION AT JOINT 19 PLATE OFFSETS (X=LEFT,Y=TOP):(j5=3.5,2],[j1=4,4],014=4,3],016=2.5,2].(j17=3,3).018=5,3i, 0-13--1 1 5-6 11-0 / 15-0-5 , 24-7-5 30-2-1 33-8-1 40-11-9 i 1 t 1 5-6 5-6 4-0-5 4-0-5 5-6-12 5-6-12 3 -6 3 -6 3-9-8 3-9-8 TOP BOTT 4x10 3x6 2 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 2 1.33 1.33 3-2 j-2 1 L. HL TO PR:11-7-2 LEFT HEIGHT:0-3-15 LOADING (PSF) L D 7:0 15 0 10 2-19=-10105 2-18= 4742 3-14P504 -3-17= 6271 4-17=-3332 4-16= 4041 5-16= 1116 5-15=-2884 6-15= 1659 6-14=-4354 • REPETITIVE bTRESSES NOT USED 7-14=-4574 8-14= 8720 8-13=-5612 9-13= 2711 10-13= 2523 10-12=-4835 8x12 4x5 4x6 3 4 Truss ID : H10 Quantity : 4. 5 REACTIONS - SIZE 19=-6236 3.50 12=-4053 3.50 5x6 SPL. [ 003244 j==== ===<<•<-DADE-TRUSS->>)>=== Tue Feb 15 09:54:05 1994 Family # : special Top Pitch : 4./12 4x4 4x5 7x8 4x8 9 4x5 7 8 10 2x4 6 TOP-whi ' nft 19 18 17 16 15 4x6 5x8 5x6 4x6 4x5 7x8 SPL. WIB 19-0-9 11-0 / 15-0-5 24-7-5 30-2-1 1 1 7-10 4-0-5 /4-0-5 1 5-6-12 5-6-12 SPAN:44-9-1 RISE:6-3-15 14 5x10 4x8 7x8 SPL. WiS 37-2-1 7-0 13 s 12 4x5 44-9-1 1 7-7 R. HL TO PR :7-11-15 RIGHT HEIGHT :3-9-10 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 2-=0.796 TOP CHORD:2*4 No.2ND SP BOTT 16-17=1.000 BOT CHORD:2*6 No.1D DEFLA15=0.57 L/360 WEBS :2*4 No.3 SPACING : 24.( in. NO. OF MEMBERS = 2 1 1 7 vs = LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1-11= 90 12-16= 20 16-18= 213 18- 1= 20 CONCENTRATED 16= 3300 18= 448 UNIFORM (NONE) NORMAL 1-11=-48 12-16= 10 16-18=-74 18-19= 10 19- 1=-34 CONCENTRATED 16=-1140 18=-155 CHORD: 3-4; 4-5; 5-6; 6-7 TO BE 2*6 No.2ND 19 SP WEB: 5-16 TO BE 2*6 No.2ND 19 SP WEB: 8-14 TO BE 2*4 No.2ND 19 SP It 2 MEMBERS NAILED TOGETHER 14/16d NAILS 12 in. o.c. or 10d NAILS, 10 in. n.c. (CHORD AND WEBS) $ PLATES ARE KITH M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOW PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS H NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY,F0N PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAY R OD)CONSULT SIDS ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 Customer : 0 ' Project #: 8929T Span : 11-0 FORCES - LOAD CASE B1 2-3= 0 5-1= 847 3-4=-241 ^ - LOADING COND. 2. PROVIDE FOR 92. 0S UPLIFT AT JOINT 1 LOADING COND. 0 2. PROVIDE FOR 233 L89 UPLIFT AT JOINT 4 PROVIDE FOR 175 LBS HORIZ. REACTION AT JOINT 1 4 5-6 L. HL TO PR:11_7_2 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:11_0 PAN[L(PLF) / JOINTS(LBS) Tue Feb 15 09:45:33 1994 Family # : 201 Top Pitch : 4./12 Truss ID : J11A Quantity : 1 REACTIONS - SIZE �-670 3.50 �-589 3.50 MAX STRESSES TOP 1-2=0.650 BOTT 4-5=0.302 DEFL.@5=0.03 < L/360 5-6 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING NO. OF MEMBERS REPETITIVE NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33' 4- 1= 20 UNIFORM 1- 3= 90 2 1.33 1.33 UNIFORM (NONE) NORMAL I- 3=-40 4- 1= 10 PLATES m/ EK N20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED ( PLATE . MUST BE IS FOR � EACH FACE OF JOINT, SYMM[TRlCALLY([XCEPT AS SHUWN)DESl8N CONFORMS WITH NDS � THIS DESIGN ��FABRICATlON ONLY.R0 PERMANENT AND TEMPORARY BRACIN6(WHICH 15 ALWAYS REOD)0NS OF LUMBER No.2ND No.2ND No.3 1 in. = } RISE:3-11-15 RIGHT HEIGHT:3-11-15 S, SSBC.TPI-91 BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 003198 1 ===<<<<-DADE T '--- ->>>>=== ` Customer : 0 Tue Feb 15 09:42:05 1994 ' Project #: 8929T Truss ID : J11 Family # m y : 201 FORCES CASE 01 REACTIONS - SIZE 1-2= 1098 4-5= 245 2-5=-1491 5=-864 3.50 2-3= 0 5-1=-1040 4=-411 3.50 3-4=-241 " ~ LOADING COND. 02, PROVIDE FOR 238,0SUPLIFT AT JOINT 5 LOADING COND. 0 2. PROVIDE FOR 195. LBS UPLIFT AT JOINT 4 PROVIDE FOR 175 IBS HORIZ. REACTION AT JOINT 5 PLATE OFFSETS <X=L[FT.Y=TUP>:[j2=3,1.5], 5-6 11-43 / 5_6 5-6 L. HL TO PH:11_7_2 LOADING (PSF) MAX STRESSES MINIMUM OF LUMBER ___ _L D TOP 1-2=0.769 TOP CHORD:2*4 No.2mn19 T�p_ �0 15 BOTT -5-1=0,579 BOT CHORD:2*4 No.2ND 1 SPACI ' in. in o REPETITIVE TRESSES NOT USED NO. = 1 ^ LOADING STRESS INCREAGE LOADING PAN[L(PLF) / JUDNTG(L8S) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-48 4- 5= 10 5- 1=-34 PLATES ARE MITEK M20-268.216 MANUFACTURED FROM ASTM & 446 GRU A GALVANIZED STEEL/EXCEPT AS SHOWN) PLATE OF ` ~ ' ' /' /u FOR TRUSS r��//� ONu.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CON ^ T BLDG ARCHITECT OR ENGINEER. FE ===<<<<A.C.E.S Version • Customer : 0 -Project #: 8929T Span : 9-0 FORCES - LOAD CASE #1 1-2= 989 4-5=-343 2-5=-1026 2-3= 0 5-1=-936 2-4= ;hi) 3-4=-196 LOADING COND. # 2. PROVIDE FOR 300, LBS UPLIFT AT JOINT 5 LOADING COND. i 2, PROVIDE FOR 106, LBS UPLIFT AT JOINT 4 PROVIDE FOR 143 LBS HORIZ. REACTION AT JOINT 5 • -8-14 i° 4-6 4-6 3x4 -- —,---- ----- -- -- ^ -- — -- ___-- ■, __, . =■...„...... 3x4 ....,..,...„......,,.......„..,... ..., .." .,.......,"'",, e•••• .., ."'...,,■.....—. ,■ ,■ ,.■ ...,■• _,----- .---- --- _.," —. — — , c ----- ME Illi 1 L. HL TO PH:9-5-13 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 7;0 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 3-5 3-5 REPETITIVE NOT USED PAN :9-0 MAX STRESSES TOP 1-2=0.556 BOTT 5-1=0.260 DEFL.@0=0.00 L/I60 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 4- 1= 20 (NONE) 1- 3=-48 4- 5= 10 f 003220 1====r Tue Feb 15 09:47:32 1994 Truss ID : 309B Family # 201 Quantity : 1 Top Pitch : 4./12 5 3x4 REACTIONS - SIZE 5=-925 3.50 4=-130 3.50 5- 1=-34 9-0 5-7 9-0 4-6 RISE:3-3-15 RIGHT HEIGHT:3-3-15 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS WITH NDS DESIG THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD)CONSUL OF LUMBER No.2ND 19 SP No.2ND SP No.7. 1 in . = 1 4 3x4 LDS ARLHITECT OR ENGINEER. S SEI E4 14-11 19 9t ===<<<<A.C.E.S Version 6, It 003197 )==== '===<<<< Customer : 0 Tue Feb 15 09:41:53 1994 Project #: 8929T Truss ID : 309 Family #. : 201 Span : 9-0 Quantity : 1 Top Pitch : 4./12 FORCES - LOAD CASE 111 1-2= 955 4-5= 64 2-5=-1185 2-3= 0 5-1=-904 2-4=-18 3-4=-196 LOADING COND. 11 2. PROVIDE LOADING COND. # 2, PROVIDE PROVIDE FOR 143 LBS HORIZ. • -8 -f4 3x4 1 L. HL HL TO PR:9-5-13 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCRtASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL FOR 206. LBS UPLIFT AT JOINT 5 FOR 151. LBS UPLIFT AT JOINT 4 REACTION AT JOINT 5 4-6 4-6 SPAN :9-0 REPETITIVE STRESSES NOT USED MAX STRESSES TOP 1-2=0.588 BOTT 5-1=0.344 DEFLA0=0.00 - L/360 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 4- 1= 20 (NONE) 1- 3=-48 4- 5= 10 5- 1=-34 REACTIONS - SIZE 5=-772 3.50 4=-284 3.50 9-0 4-6 RISE:3-3-15 RIGHT HEIGHT:3-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 'P WEBS :2*4 No.3 19 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SSBC.TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH 15 ALWAYS RED)CONSULT 09 A' HITECT OR ENGINEER. = == «<: <A.C.E.S Version 6 Customer : 0 'Project #: 8929T Spam : 9 -0 FORCES - LOAD CASE 111 1 -2= -591 . 4 -1= 558 2 -4= -591 2 -3= 0 3 -4= -196 LOADING COND. 4 2. PROVIDE LOADING COND. i 2. PROVIDE PROVIDE FOR 143 LDS HORIZ. I CI -S- 4 LOADING (PSF) L D TOP 30 15 BOTT 0 10 FOR 60, L8S UPLIFT AT JOINT 1 FOR 190, L8S UPLIFT AT JOINT 4 REACTION AT JOINT 1 4 -6 4-6 L. HL TO PH : 9 -5 -13 LEFT HEIGHT :0 -3 -15 SPAN:9 -0 REPETITIVE STRESSES NOT USED Truss ID : 309A Quantity : 1 C 003211 7 - - - -- -- - DADE- TRUSS- ;r;.•'•; -___ Tue Feb 15 09:45:20 1994 Family # • 201 Top Pitch : 4./12 REACTIONS - SIZE 1= -560 3.50 4= -479 3.50 9 -0 9 -0 MAX STRESSES TOP 1 -2= 0.397 BOTT 4 -1 =0.513 DEFL . C0 =0.00 e L/360 9 -0 4 -6 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 r RISE:3 -3 -15 RIGHT HEIGHT :3 -3 -15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2 *4 No.2ND 19 SP WEBS :2 *4 No..: 19 SP LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) FEB 17 la NORMAL 1- 3 = -48 4- 1= 10 PLATES ARE MITEK M20- 258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SSBC.TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINGIWHICH IS ALWAYS REOD)CONSULT ITECT OR ENGINEER. • Customer :D 'ProJect #: 8929T Span : 7-0 LOADING COND. # 2, PROVIDE LOADING COND. # 2, PROVIDE LOADING COND. i 2, PROVIDE PROVIDE FOR 111 LBS HORIZ. 6�-�� } _ / = = LO PSF) L 'D TOP 30 15 BOTT 0' 10 LOADING STRESS INCREASE LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE 5=-473 3.50 4=-124 3.50 FOR 291, LBS UPLIFT AT JOINT 5 FOR 314 LBS UPLIFT AT. JOINT 4 FOR 13, LBS UPLIFT AT JOINT 1 REACTION AT JOINT 5 3-8 3-8 3x4 3-8 3_8 REPETITIVE STRESSES NOT USED [ 003219 1==== ===<<<<-QAD >>}>=== Tue Feb 15 09:4�,1q 1qp� Truss ID : 307B Family #�-: 20.''-- -'^' Quantity : 1 Top Pitch : 4~/12 MAX STRESSES TOP 1-2=0.307 BOTT 5-1=0.120 PANEL(PLF) / JOINTS(LBS) 4- 1=0 (NONE) 1- 3=-48 4- 5= 10 5- 1=-34 2x4 2 ~~~~� 5 3x4 7-0 3-4 7-&0 3-4 SPACING : 24.0 in. NO. OF MEMBERS = 1 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REONCONSUL MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP HITECT OR ENGINEER. ===<<<<A.C.E. Version �� °\>>) r: 'Project #: 8929T Span : 7-0 LOADING COND. 0 2, PROVIDE LOADING COND. 0 2. PROVIDE PROVIDE FOR 111 LBS HORIZ. Q-13-11.1 LOADING (PSF ) D- TOP 30 1u- BQTT 0 10 } 2-4 REACTIONS - SIZE 5=-695 3.50 ~ 3.50 FOR 175. LBS UPLIFT AT JOINT 5 FOR 107 AT JOINT 4 REACTION AT JOINT 5 2-4 2-4 L. HL TO PR:7-4-9 LEFT HEIGHT:0-3-15 SPAN:7-0 [ 003196 ]==== Truss ID : 307 Quantity : 1 MAX STRESSES TOP 1-2=0.685 BOTT 5-1=0.397 DEFL.C5=0.10 L/:60 = 4-8 7_0 4-8 ===<<< }>>>=== Tue Feb 15 09:41:37 1994 Family # : 201 Top Pitch : 4./12 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PAN[L(PLF) / JOINTS(L8S) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-48 4- 5= 10 5- 1=-34 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWNIDESIGN CONFORMS WITH NDS DESIGN S THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH lS ALWAYS REOD)CONSULT80 * in. 0. c. =1 RIGHT HEIGHT:2-7-15 = OF LUMBER No.2ND 19 SP No.2ND 19 SP << C.E. Version 6.- 003210 l----' _ Customer : Project #: 8929T Truss ID : 307A Span : 7-0 Quantity : 1 FORCES - LOAD CASE #1 1-2= 0 3-1= 0 2-3=-302 . ~° LOADING COND. # 2, PROVIDE FOR 27, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 147. LBS UPLIFT AT JOINT 3 LOADING (PSF L D TOP 30 15 BOTT 0 10 L. HL TO PH:7-4-9 LEFT HEIGHT:0-3-15 SPAN:7-0 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL MAX STRESSES TOP 1-2=0.777 BOTT 7-1=0.242 PANEL(yLF) / JUINTS(LDS> 1- ( 1- 2=-48 3- 1= 20 3- 1= 10 REACTIONS - SIZE 1=-450 3.50 3=-369 3.50 7-9 7-0 MINIMUM • TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWNWESIGN CONFORMS WITH ADS DESIGN SPE THIS DESIGN IS FOR TRUSS FABRICATION umL,.Fux PERMANENT AND TEMPORARY BRACINGIWHICH IS ALWAYS REQU)CDNSULT BLDG --- >>=== Feb Tue 15 09:45:04 1994 Family # : 201 Top Pitch : 4./12 ====== = OF LUMBER No.1D 19 SP No.2WD 19 SP No.3 19 SP in. o. c. =1 ===<<<<A.C.E.S Version 6. )))========f 003218 1= Customer : 0 Project #: 8929T Truss ID : J05B Span : 5-0 Quantity : 1 REACTIONS - SIZE 5=-490 3.50 4=-123 3.50 1=-254 3.50 LOADING COND. 4 2. PROVIDE FOR 369, LBS UPLIFT AT JOINT 5 LOADING COND. B 1, PROVIDE FOR 129, LBS UPLIFT AT JOINT 4 LOADING COND. 2. PROVIDE FOR 29, LBS UPLIFT AT JOINT 1 PROVIDE FOR 79 LBS HORIZ. REACTION AT JOINT 5 1 0-13-14 3-11 3-11 3-11 3-11 Tue Feb 15 09:47:04 1994 Family # : 201 Top Pitch : 4./12 .■■•••-• 2x4 _--- __--- 1 5 3x4 1 5-0 ' 1-1 L. HL TO PH:5-3-4 LEFT HEIGHT:0-3-15 SPAN:5-0 RISE:1-11-15 RIGHT HEIGHT:1-11-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.313 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 5-1=0.129 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFLA5=0.01 L/360 WEBS :2*4 No.7. 19 SP SPACING : 24.0 in. ca. c. NO. OF MEMBERS = 1 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-48 4- 5= 10 5- 1=-34 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 BRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWDESIGH CONFORMS WITH NDS DESIGN S THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT 4 ===<<<<A.C.E.S Version 6. C 003195 ] ====r Customer : 0 'Project #: 8929T Truss ID : 305 Span : 5-0 Quantity : 1 LOADING COND. # 2, PROVIDE FOR 145. LBS UPLIFT AT JOINT 5 LOADING COND. 1. 2, PROVIDE FOR 55, 60, LBS UPLIFT AT JOINT 4 PROVIDE FOR 79 LBS HORIZ. REACTION AT JOINT 5 1 8-11-14 2 2-4 L. HL TO PK:5-3-4 LEFT HEIGHT:0-3-15 TOP BOTT I 1 3x4 _-------- 1 1 1 LOADING (PSF) L D 30 15 0 10 REACTIONS - SIZE 5=-671 3.50 4= 60 3.50 2-4 2-4 5 3x4 SPAN:5-0 RISE:1-11-15 MAX STRESSES TOP 1-2=0.590 BOTT 4-5=0.491 DEFL.05=0.10 s L/360 ===<<<< Tue Feb 15 09:41:20 1994 Family # : 201 Top Pitch : 4./12 5-0 2-8 2x4 5-9 2-8 SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 4- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-48 4- 5= 10 5- 1=-34 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) F PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS WITH NOS DESIGN 5 R THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REGD)CONSULT BLDG 4 RIGHT HEIGHT:1-11-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.': 19 SP ___< < <;A.C.E.S Version 6. Y)> Customer : 0 - Project #: 8929T Span : 5 -0 FORCES - LOAD CASE 11 1 -2= 0 3 -1= 0 2 -3= -212 LOADING COND. # 2 PROVIDE FOR 103. LBS UPLIFT AT JOINT 3 PROVIDE FOR 79 LBS HORII. REACTION AT JOINT 1 G-13--14 3x4 • 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 } LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED L. HL TO PR:5 -3 -4 LEFT HEIGHT:0 -3 -15 SPAN:5 -0 MAX STRESSES TOP 1-2=0.535 BOTT 3 -1 =0.119 DEFL. L /360 PANEL(PLF) / JOINTS(LBS) 1- 2= 90 3- 1= 20 (NONE) 1- 2 = -48 3- 1= 10 C 003209 1 = = = =- ___ < < < <- DADE - TRUSS- > > > >___ Tue Feb 15 09:44 :49 1994 Truss ID : 305A Family # : 201 Quantity : 1 Top Pitch : 4./12 REACTIONS - SIZE 1= -340 3.50 3= -259 3.50 5 -0 5 -0 5 -0 ____ _ RISE:1 -11 -15 RIGHT HEIGHT:1 -11 -15 MINIMUM GRADE TOP CHORD :2 *4 BOT CHORD:2 *4 WEBS :2 *4 SPACING : 24.0 NO. OF MEMBERS in. o. c. = 1 PLATES ARE MITEK M20- 255.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHDWN)DESIGN CONFORMS WITH NDS DESIGN SPECS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG - 3 OF LUMBER No.2ND 19 SP No.2ND 19 SP No . 3 19 SP ===<<<<A.C.E.S Version E 003215 )===== Customer : 0 Tue Feb 15 09:46:20 1994 'Project #: 8929T Truss ID : T10 Family # : 201 Span : 4-2-11 Quantity : 1 Top Pitch : 4./12 FORCES - LOAD CASE 11 REACTIONS - SIZE 1-2P 0 3-1= 0 1=-298 3.50 2-3=-177 3=-216 3.50 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL LOADING COND. # 2. PROVIDE FOR 86, LBS UPLIFT AT JOINT 3 PROVIDE FOR 66 LBS HORIZ. REACTION AT JOINT 1 I 43-8-14 , .J"• ■• • ------ 3 x4 1 --------- - TEEN REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 1- 2= 90 (NONE) 1- 2=-48 3- 1= 20 3- 1= 10 4-2-11 4-2-11 4-2-11 4-2-11 = _------- L. HL TO PM:4-5-7 LEFT HEIGHT:0-3-15 SPAN:4-2-11 RISE:1-0-13 RIGHT HEIGHT:1-8-13 = = LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.372 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0.083 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL. < L/360 WEBS :2*4 No.; 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REDD)CONSULT BLDG A ===<{ C�.E.S Version 6 r:0 'Project #: Span : 3-0 FORCES - LOAD CASE 41 1-2= 0 3-1= 0 2-3=-113 LOADING COND. 4 2, PROVIDE FOR 13, 1.88 UPLIFT AT JOINT 1 LOADING COND. �� PROVIDE 112, . AT JOINT 3 HORIZ. REACTION AT JOINT 1 PROVIDE FOR 47 / 0-6-14& / 3-K� / / LEFT HEIGHT:0-3-15 LOADING (PSF) TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL ~~~ 1 EMOMMEMMEMEN REPETITIVE STRESSES NOT USED MAX STRESSES TOP 1-2=0.175 BOTT 17,-1=0.0o6 PANEL(PLF) / J0lNTS(L8S1 3- 1= 20 (NONE) 1- 2=-48 3- 1=-34 r 003217 )====' Truss ID : 303B Quantity : 1 REACTIONS - SIZE 3=-139 8.00 3-0 3-0 ===<<< >>=== Tue Feb 15 09:46:47 Family # : 201 Too Pitch : 4./12 = SPACING x 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES ARE MI PLATE MUST B�\��L��_��_�� OF JOINT, S��K[��Y(��O�>��8 CONFORMS WITH N� DESIGN SPEC N��T��ION ONLY.FOR PERMANENT AND TEMPORARY 8RACING(WHICH 19 ALWAYS REOD)CONSULT BLDG * BEEMEESIMMIESE 3 MINIMUM GRADE OF LUMBER TOP :2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP .;A....==<<<<A.C.E.S Version Customer : 0 Project #: 8929T Span : LOADING COND. i 2. PROVIDE FOR 140, LBS UPLIFT AT JOINT 5 LOADING COND. # 1. PROVIDE FOR 911, LBS UPLIFT AT JOINT 4 PROVIDE FOR 47 LB g HORIZ. REACTION AT JOINT 5 REACTIONS - SIZE 5=-1306 3.50 4=-10 3.50 ==-C 003194 1----- ---<<<< DADE Tue Feb 15 09:41:06 1994 Family # : 201 Top Pitch : 4./12 Truss ID : J03 Quantity : 1 2-4 2-4 F 1 L. HL TO PH:3-1-15 LEFT HEIGHT :8-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL SPAN :3-8 2-4 MAX STRESSES TOP 1-2=0.559 BOTT 5-1=0.522 DEFL.@5=0.06 L/760 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 4- 1= 20 (NONE) 1- 3=-48 4- 5= 10 5- 1=-34 c-frfe iJ -4 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 2x4 2 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWNIDESIGN CONFORMS WITH NDS DESIGN SPEC THIS DESIGN 15 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE(ID)CONSULT BLDG 5 4 3x4 HISE:1 -3 -15 RIGHT HEIGHT:1-3-15 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.: 19 SP in. 0. C. =1 ===<<<<A.C.E.S Version 6 \>>>========[ 003208 1==== ===<<<<-DADE-TRUSS->>>>=== ,Customer : 0 Tue Feb 15 09144:37 1994 Project #: 8929T Truss ID : JO3A Family # : 201 Span : 3-0 Quantity : 1 Top Pitch : 4./12 = = FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1: 0 1=-230 3.50 2-3=-122 - 3: 3.50 LOADING COND. # 2. PROVIDE FOR 60, LBS UPLIFT AT JOINT 3 PROVIDE FOR 47 LSS HORIl. REACTION AT JOINT 1 ! 0-0-14 L. HL TO PR:3-1-15 LEFT HEIGHT:0-3-15 = = LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED 1- 2= 90 (NONE) 1- 2=-40 SPAN:3-0 MAX STRESSES TOP 1-2=0.175 BOTT 3-1=0.039 DEFL. < L/360 PANEL(PLF) / JOINTS(LBS) 3- 1= 20 3- 1= 10 3-0 3-0 1 3-0 3-0 RISE:1-3-15 RIGHT HEIGHT:1-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS I2*4 No.3 19 SP PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EICEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG AR SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 FEB 17 •994 ===<<<<A.C.E.S Version 6 r 003216 1 ====r ,Customer : 0 Project #: 8929T Truss ID : T11 Span : 2-2-11 Quantity : 1 FORCES - LOAD CASE #1 1-2= 0 3-1= 0 2-3=-87 LOADING COND. 2. PROVIDE FOR 43, LBS UPLIFT AT JOINT 3 PROVIDE FOR 34 LBS HORN. REACTION AT JOINT 1 -8-14 3x4 1 % L. HL TO PH:2-4-2 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED MAX STRESSES TOP 1-2=0.088 BOTT 3-1=0.020 DEFL. L/760 PANEL(PLF) / JOINTS(LBS) 1- 2= 90 (NONE) 1- 2=-48 SPAN:2-2-11 3- 1= 20 3- 1= 10 = = = REACTIONS - SIZE 1=-188 3.50 3=-106 3.50 2-2-11 2-2-11 ■•••"' ■■"' ■■ 2-2-11 2-2-11 RISE: 1-0-13 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPE THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG Tue Feb 15 09:46:32 1994 Family # : 201 Top Pitch : 4./12 in. 0. C. =1 3 RIGHT HEIGHT:1-0-13 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP ===<<<(A.C.E.S Version 6 Customer : 0 Project #: 8929T Span : 1-0 FORCES - LOAD CASE 11 1-2= 0 3-1= 0 2-3=-32 LOADING COND. 1 2. PROVIDE FOR 32. LBS UPLIFT AT JOINT 3 PROVIDE FOR 15 LBS HORIZ. REACTION AT JOINT 1 9-8-14 L. HL TO PR:1-0-10 LEFT HEIGHT:0-3-15 LOADING PSF) L D TOP 7:0 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED SPAN: 1-0 PANEL(PLF) / JOINTS(LBSI 1- 2= 90 (NONE) 1- 2=-48 C 003193 1==== Truss ID : 301 Quantity : 1 MAX STRESSES TOP 1-2=0.011 BOTT 7-1=0.004 DEFL. L/360 3- 1= 20 3- 1=-34 REACTIONS - SIZE 1=-120 3.50 3=-39 3.50 1-0 1-9 -r- 3x4 1-0 1-9 RISE :@-7-15 SPACING : 24.0 NO. OF MEMBERS MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG A Tue Feb 15 09:40:50 1994 Family # : 201 Top Pitch : 4./12 in. a. c. =1 3 RIGHT HEIGHT:0-7-15 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.7 19 SP FEB 17 139t << E. Version 6 >>>========[ 003207 ]====' Customer : 'Project #: 8929T Truss ID : JO1A Span : 1-0 Quantity : 1 FORCES - LOAD CASE 11 REACTIONS - SIZE - --' 2-3=-32 -- 3.50 LOADING COND. 0 2. AT JOINT 3 PROVIDE FOR 15 US HORIZ. REACTION AT JOINT 1 a-13-14 1 1-0 1-9 3x4 LOADING (PSF} MAX STRESSES L D TOP 1-2=0.011 TOP 30 15 BOTT 3-1=0.002 BOTT 0 10 DEFL. < L/360 1-9 1-9 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PAN[L(YLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST ..�_/�Tu��_�_��.�� JOINT. SYM�iKl��Y\EXC�TAS��N>UB� CONFORMS �Hl�N�D�1GNS� THIS DESIGN !V FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY 88AC[NG(WH[CH IS ALWAYS KEQ0>CONSULT BLD ===<<< DE- )>>>=== Tue Feb 15 09:44:21 1994 Family # : 201 Top Pitch : 4./12 = = * 1 1 | 3 L. HL TO PX:1_0_10 MINIMUM OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 ===<<<<A.C.E.S Version 6 [ 003260 ]==== Customer : 0 . Project #: 8929T Truss ID : C..715 Span : 15-6-11 Quantity : 1 FORCES - LOAD CASE 11 1-2= 909 6-7= 1496 2-9=-1771 2-3=-2064 7-8= 2009 2-8= 2005 3-4=-1537 8-9= 60 3At. 4-5= 0 9-1=-883 - 3-7=-568 5-6=-570 4-7= 466 4-6=-1863 LOADING COND. # 2, PROVIDE FOR 305, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, PROVIDE FOR 709, LDS UPLIFT AT JOINT 6 PROVIDE FOR 217 LBS HORIZ. REACTION AT JOINT 9 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=3,2.5], 1-0- 3-10-11 7-9-6 1 3-10-11 3-10-11 3x4 1 L. HL TO PH:15-11-13 LEFT HEIGHT:0-3-14 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3-3-9 1 3-3-9 3x6 2 - is 9 3x4 REPETITIVE STRESSES NOT USED 7-9-6 4-5-13 REACTIONS - SIZE 9=-1575 3.50 6=-1806 3.50 3x4 \. 3 1 MAX STRESSES TOP 4-5=0.687 BOTT 7-8=0.604 DEFL.@8=0.04 . L/360 11-8 3-10-11 11-8 3-10-11 SPAN :15-6-11 11 ISE:3-11-13 <—DADE—TRUSS—--- ;Jed Feb 16 10:48:56 1944 Family # : 201 Top Pitch : 2.828/12 4 3x6 SPL. LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 44 2- 3= 131 3- 4= 219 4- 5= 305 6- 7= 68 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 2=-15 2- 3=-45 3- 4=-76 4- 5=-105 6- 7=-23 WEB 4-6 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REO 1 15-6-11 3-10-11 2x4 3x4 5 4 tzi MB 7 6 \ 3x4 15-6-11 3-10-11 RIGHT HEIGHT:3-11-13 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.7 19 01111111 7- 8=-17 to narr fat 10d nails 6 in. p.c. ND 'ESIGN SPECS, SSBCJI ONSULT BLDG ARCHITECT OR ENGINEER. SPACING : 24.0 in. o. NO. OF MEMBERS = 1 7- 8= 49 FEB 1.7 1994 ===<<<<A.C.E.S Version 6 Customer : 0 Project #: 8929T Span : 15-6-11 FORCES - LOAD CASE #1 1-2=-4216 6-7= 1938 2-9= 76 2-3=-3446 7-8= 3354 2-8=-756 3-4=-1991 8-9= 4089 378e129 4-5= 0 9-1= 4089 . - 3 -7= -1569 5-6=-570 4-7= 898 4-6=-2412 LOADING COND. # 2, PROVIDE FOR 241, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2 PROVIDE FOR 770, LBS UPLIFT RT JOINT 6 PROVIDE FOR 218 LBS HORIZ. REACTION AT JOINT 1 . —0-9 3-10-11 7-9-6 3-10-11 LOADING (PSF) L. TOP 30 15 BOTT 0 10 3-10-11 3-10-11 Truss ID : CJ15A Quantity : 1 3-10-11 7-9-6 3-10-11 L. HL TO PR:15-11-13 LEFT HEIGHT:0-3-14 SPAN:15-6-11 REACTIONS - SIZE 1=-1247 3.50 6=-2133 3.50 MAX STRESSES TOP 4-5=0.687 BOTT 8-9=0.876 DEFL.@9=0.17 L/360 [ 003259 )==== Wed Feb 16 10:47:24 1994 Family # : 201 Top Pitch : 2.828/12 11-8 3-10-11 11-8 3-10-11 RISE:3-11-13 3x6 SPL. MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 15-6-11 3-10-11 in. o. c. =1 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 45 2- 3= 131 3- 4= 219 4- 5= 305 6- 7= 68 7- 8= 49 8- 9= 2 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 2=-16 2- 3=-45 3- 4=-76 4- 5=-105 6- 7=-23 7- 8=-17 8- WEB 4-6 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of sue size and grade as web conn. to narrow fa PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY1FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C0 17 1394 RIGHT HEIGHT:3-11-13 OF LUMBER No.1D 19 SP No.2ND 19 SP No.3 19 SP ===<<<<A.C.E.S Version Customer : 0 'Project #: 8929T Span : 15-4-11 FORCES - LOAD CASE 41 1-2= 1106 7-8= 113 2-11= 99 2-3= 2267 8-9=-436 2-10=-1165 3-4= 448 9-10=-2207 3710==1602 4-5=-117 10-11=-1075• - 3-9= 1943 5-6= 0 11-1=-1075 4-9=-746 6-7=-274 4-8= 666 5-8=-282 5-7=-162 PROVIDE FOR 152 LBS HORIZ. REACTION AT JOINT 10 1-0- 3-0 6-0 3-0 3x4 • 3-0 3x4 1 ---_-_----- 0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3-0 3-0 L. HL TO PR :15-9-12 LEFT HEIGHT:0-3-14 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 11 10 9 8 2x4 3x6 3x4 3x4 6-0 3-0 SPAN:15-4-11 PANEL(PLF) / JOINTS(LBS) 1- 2= 80 10-11= 48 1- 6= 90 1- 2=-28 10-11=-17 [ 003243 ]==== - ===<<<<-DADE-TRUSS->>>>=== Tue Feb 15 09:53:47 1994 Family # : special Top Pitch : 2.828/12 Truss ID : CJ158 Quantity : 1 2- 3= 210 11- 1= 18 7- 1= 20 2- 3=-73 11- 1=-6 REACTIONS - SIZE 10=-1966 3.50 7=-448 3.50 9-2-4 3x4 2x4 — 3x4 4 ._ 5 6 3x4 ----- -- 3 _....„......... ......... .__,-,--,-----'--------____ -,-. ,------- <. ... s 7:: . ,... N.. ... 9-2-4 3-2-4 3- 4= 44 3- 4=-15 RISE:3-11-13 12-4-7 3-2-4 12-4-7 3-2-4 _ MAX STRESSES MINIMUM GRADE TOP 2-3=0.855 TOP CHORD:2*4 BOTT 10-11=0.169 BOT CHORD:2*4 DEFLA11=0.05 L/360 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS 4- 5= 106 5- 6= 178 4- 5=-37 5- 6=-61 PLATES ARE MITES M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLD 15-4 3-0-4 15-4-11 3-0-4 RIGHT HEIGHT:3-11-6 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP in. 0. C. = 1 7- 8=-14 8- 9=- EB 17 •94 0-2 7 3x4 7- 8= 40 8- 9= 24 9-10= 10 • ===<<<<A.C.E.S Version 6 C 003202 1==== Customer : 0 Tue Feb 15 09:43:03 1994 Project #: 8929T Truss ID : CJO9 Family # : 201 Span : 6-6-8 Quantity : 1 Top Pitch : 2.828/12 FORCES - LOAD CASE 11 REACTIONS - SIZE 1-2=-570 4-5= 552 2-5= 51 1=-329 3.50 2-3= 0 5-1= 552 2-4=170 4=-348 3.50 3-4=-170 LOADING COND. II 2. PROVIDE FOR 126. LBS UPLIFT AT JOINT 4 PROVIDE FOR 38 LBS HORIZ. REACTION AT JOINT 1 3 3-3-4 3-3-4 3-3-4 5 6-6-9 3-3-4 6-6-8 3-3-4 FEB 1 7 1994 3x4 ..,-- 2 -- — __- ---- ---- ..,--- _-- _---- 3x4 ---- --- , ___------ 10 2x4 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-7=0.208 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 4-5=0.159 BOT CHORD:2*4 No.2ND 19 BOTT 0 10 DEFL.@5=0.01 : L/360 WEBS :2*4 No.3 19 4 2x4 3x4 L. HL TO PR:6-0-10 LEFT HEIGHT:-3-14 SPAH:6-6-0 RISE:1-10-6 RIGHT HEIGHT:1-10-6 SPACING : 24.0 in. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLFI / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 38 2- 3= 109 4- 5= 24 5- 1= 9 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 2=-13 2- 3=-38 4- 5=-8 5- 1=-3 PLATES ARE MITE): M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WIT •S DESIGN SPECS. SSBC,TPI-91 THIS DESIGN 15 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS AMY • !D)CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. [ 003186 ]====• Customer : 0 Project #: 8929T Truss ID : V32 Span : Quantity : 1 REACTIONS - SIZE , 12=-745 3.50 8=-745 3.50 11=-51f 3.50 10=-917 3.50 9=-557 3.50 LOADING COND. 1 2, PROVIDE FOR 344, US UPLIFT AT JOINT 12 LOADING COND. 1 2, PROVIDE FOR 344, LBS UPLIFT AT JOINT 8 LOADING COND. 1 2, PROVIDE FOR 266, LEG UPLIFT AT JOINT 11 LOADING COND. 1 2, PROVIDE FOR 252, LBS UPLIFT AT JOINT 10 LOADING COND. 1 2, PROVIDE FOR 266, LDS UPLIFT AT JOINT 9 6-1 16-0 6-0 6-0 4-0 3x6 LOADING (PSF) TOP 30 15 BOTT 0 10 6-0 6-0 L. HL TO PR:16-10-6 LEFT HEIGHT:0-0 SP1N:32-0 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 20-0 4-0 4x4 2x4 4 2x4 5 2x4 2 1 PANEL(PLF) / JOINTS(LBS) 1- 7= 90 7- 1= 20 (NONE) 1- 7=-48 7- 1E 2 12-0 16-0 6-0 4-0 12 11 10 9 8 3x4 3x4 3x4 3x4 3x4 3x6 SPL. MAX STRESSES TOP 1-2=0.698 GOTT 7-8=0.299 DEFL.@7=0.10 < L/360 20-0 4-0 PLATES ARE NITEK N20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESI6N CONFORMS WIT THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINS(WHICH IS ALWAYS Tue Feb 15 09:38:55 1994 Family # : 110 Top Pitch : 4./12 26-0 1 32-0 6-0 6-0 2x4 6 1 26-0 32-0 6-0 ' 6-0 3x6 7 R. HL TO PR :16-18-6 HISE:5-4 RIGHT HEIGHT:8-8 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.7 19 SPACING : 24.0 in. NO. OF MEMBERS = 1 FEB 17 1994 S DESIGN SPECS, SSBC,NDS-91 D)CONSULT 8106 ARCHITECT OR ENGINEER. ___ <<< <A.C.E ' Customer : .Project #: Span .S Version 6 0 8929T 22 -9 REACTIONS - SIZE 11= -761 3.50 1 = -258 3.50 10 = -,5&7 " 3.50 9-279 3.50 8= -601 3.50 LOADING COND. 1 2, PROVIDE FOR 346, LAS UPLIFT AT JOINT 11 LOADING COND. 1 2, PROVIDE FOR 78, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2, PROVIDE FOR 279, LBS UPLIFT AT JOINT 10 LOADING COND. # 2, PROVIDE FOR 53, LDS UPLIFT AT JOINT 9 LOADING COND. 1 2, PROVIDE FOR 284, LBS UPLIFT AT JOINT 8 PROVIDE FOR 135 LBS HORIZ. REACTION AT JOINT 11 6 -0 } 12 -0 6 -0 6 -0 3x6 '�- 1 :; ezp- ■ ■ 6 -0 6 -0 L. HL TO PH:16 -18 -6 LEFT HEIGHT:0 -8 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 2x4 _ 11 3x4 SPAN : 22 -9 RISE : 5 -4 NOT USED 1- 6= 90 (NONE) 1- 6 = -48 12 - =0 6 -0 MAX STRESSES TOP 1 -2 =0.785 BOTT 7 -8 =0.299 DEFL.@7=0.08 L/360 PANEL(PLF) / JOINTS(LBS) 7- 1= 20 7- 1= 2 =[ 003237 J====r Truss ID : V22C Quantity : 1 } 16 -0 4 -0 4x4 4 2x4 _- �_ 2x4 3 - - - --- -_ �- 5 2x4 : ■ 4 -0 ■ ___ << “- DADE - TRUSS- ___ Tue Feb 15 09:52:19 1994 Family # : 110 Top Pitch : 4./12 20 -0 4 -0 10 9 3x4 3x4 3x6 SPL. 16 -0 . 20 -0 SPACING : 24.0 in. NO. OF MEMBERS = 1 FEB 17 1994 1 22 -9 2 -9 8 3x4 22 -9 4 -0 ' 2 -9 R. HL TO PIS :7-1-6 RIGHT HEIGHT3 -1 MINIMUM GRADE OF LUMBER TOP CH0RD:2 *4 No.2ND 19 SP BOT CH0RD:2 *4 No.2ND 19 WEBS :2 *4 No..” 19 7 2x4 PLATES ARE MITEK M20- 258.216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHDWN)DESI6N CONFORMS ' NDS DESIGN SPECS. SSBC,NDS -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FDR PERMANENT AND TEMPORARY BRACING(WHICH IS ALW REOD)CONSULT BLDG ARCHITECT OR ENGINEER. .7==<<<<A.C.E.S Version 6 - v>” [ 003185 1==== ===<<<< - Customer : 0 Tue Feb 15 09:38:38 1994 Project #: 8929T Truss ID : V28 Family # : 110 Span : 28-0 Quantity : 1 Top Pitch : 4./12 LOADING COND. 1 2, PROVIDE FOR 347, LBS UPLIFT AT JOINT 12 LOADING COND. 1 2, PROVIDE FOR 347, LBS UPLIFT AT JOINT 8 LOADING COND. 1 2; PROVIDE FOR 229, LBS UPLIFT AT JOINT 11 LOADING COND. I 2, PROVIDE FOR 136, LDS UPLIFT AT JOINT 10 LOADING COND. I 2 PROVIDE FOR 229, LDS UPLIFT AT JOINT 9 PLATE OFFSETS (X=LEFT,Y=TOP):[j10=3,2], 6-0 6-8 3x6 1 6-0 6-0 L. HL TO PH:14-9-1 LEFT HEIGHT:0-0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE 12=-750 3.50 8=-750 , 3.50 11=-492 3.50 10=-597 3.50 9=-492 3.50 2x4 2 12 3x4 12-0 14-0 16-0 , 22-0 6-0 6-0 4x4 2x4 4 2x4 3 5 II 1 11 10 3x4 5x6 3x4 12-0 1 22-0 6-0 2-0 6-0 • MAX STRESSES TOP 1-2=0.703 BOTT 7-8=0.289 DEFL.@7=0.08 < L/360 PANEL(PLF) / JOINTSILDSI 1- 7= 90 7- 1= 20 (NONE) 1- 7=-48 7- 1= 2 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTI A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESION CONFORMS WITH THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS 2x4 6 8 3x4 FEB 17 28-0 6-0 28-0 6-0 3 ■ )(6 7 R. HL TO PH :14-9-1 SPAH:28-0 BISE:4-8 RIGHT HEIGHT:0-0 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.7 19 11111 SPACING : 24.0 in. o. 1 NO. OF MEMBERS = 1 4111 DESIGN SPECS. SSBC.NDS-91 )CONSULT BLDG ARCHITECT OR ENGINEER. =<<<<A.C.E.S Version 6 - >>>========r 003236 3====' ==<<<<-DADE-TRUSS->>>>=-- Customer : 0 Tue Feb 15 09:52:02 1994 • Project #: 8929T Truss ID : V2OC - Family # : 110 Span : 20-9 Quantity : 1 Top Pitch : 4./12 = 1 6-0 6-0 L. HL TO PR:14-9-1 LEFT HEIGHT:8-8 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE 1=-249 3.50 7=-207 3.50 11=-759 3.50 10=-517 3.50 8=-518 3.50 LOADING COND. 2, PROVIDE FOR 82, LBS UPLIFT AT JOINT 1 LOADING COND. I 2, PROVIDE FOR 102, LBS UPLIFT AT JOINT 7 LOADING COND. 2, PROVIDE FOR 355, LBS UPLIFT AT JOINT 11 LOADING COND. # 2, PROVIDE FOR 203, LBS UPLIFT AT JOINT 10 LOADING COND. 1 2 PROVIDE FOR 200, LDS UPLIFT AT JOINT 8 PROVIDE FOR 103 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):(j9=3,2], 6-0 12-0 6-0 6-0 4x4 2x4 4 2x4 5 2 3x6 2x4 11 3x4 12-0 14-0 A6-0 20-9 6-0 4-9 SPAN:28-9 RISE :4-8 MAX STRESSES TOP 1-2=0.779 BOTT 10-11=0.170 DEFL.@11=0.02 L/360 NOT USED PANEL(PLF) / JOINTS(LBS) 1- 6= 90 7- 1g 20 (NONE) 1- 6=-48 7- 1= 2 14-0 6-0 2-0 2-e 10 9 8 3x4 5x6 3x4 MINIMUM GRADE 0 TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 in. NO. OF MEMBERS =1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED SIEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAY = = FEB1 20-9 4-9 2x4 _6 F LUMBER No.2ND 19 SP No.2ND 19 No.7. 19 3x4 R. HL TO PH :7-1-6 RIGHT HEIGHT:2-5 DS DESIGN SPECS. SSBC,NDS -91 D)CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 003184 )==== .===<<<< Customer : 0 Tue Feb 15 09:38:24 1994 °Project #: 8929T Truss ID : V24 Family # : 105 Span : 24-0 Quantity : 1 Top Pitch : 4./12 6-8 6-8 L. HL TO PK:12-7-13 LEFT HEIGHT:0-0 REACTIONS - SIZE 1=-246 3.50, 5=-246 3.50 8=-802' i " 3.50 7==510 3.50 6=-802 3.50 LOADING COND. * 2, PROVIDE FOR 96, LBS UPLIFT AT JOINT 1 LOADING COND. II 2, PROVIDE FOR 96, LDS UPLIFT AT JOINT 5 LOADING COND. 1 2, PROVIDE FOR 379, LBS UPLIFT AT JOINT 8 LOADING COND. 1 2, PROVIDE FOR 140, LBS UPLIFT AT JOINT 7 LOADING COND. II 2, PROVIDE FOR 379, LBS UPLIFT AT JOINT 6 PLATE OFFSETS (X=LEFT,Y=TOP):(j7=3,21, 6-0 12-0 6-8 6-8 4x4 3 8 3x4 REPETITIVE STRESSES NOT USED 12-8 6-0 7 5x6 18-0 24-0 6-0 6-8 6 3x4 18-8 24-8 6-0 6-8 SPACING : 24.0 in. NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) FEB 1 7 199 LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 1= 20 2 1.33 1.33 UNIFORM (NONE) - NORMAL 1- 5=-48 5- 1= 2 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS R. HL TO PK :12-7-13 SPAM:24-0 RISE:4-0 RIGHT HEIGHT:0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0.882 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 8-1=0.166 BOT CHORD:2*4 No.2ND 19 BOTT 0 10 DEFL.@5=0.02 L/760 WEBS :2*4 No.: 19 DESIGN SPECS, SSBC,NDS-91 )CONSULT BLDG ARCHITECT OR ENGINEER. = ===<<<<A.C.E.S Version 6 •:: [ 003235 ]====• ===<<<< ' Customer : 0 Tue Feb 15 09:51:44 1994 Project #: 8929T Truss ID : V18C Family # : 105 Span : 18-9 = Quantity : 1 Top Pitch :- 4./12 = -- LOADING COND. t 2, PROVIDE FOR 87, LBS UPLIFT AT JOINT 1 LOADING COND. # 1, PROVIDE FOR 651, LBS UPLIFT AT JOINT 6 LOADING COND. # 2, PROVIDE FOR 377, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, PROVIDE FOR 164, US UPLIFT AT JOINT 8 LOADING COND. # 2. PROVIDE FOR 546, LBS UPLIFT AT JOINT 7 PROVIDE FOR 71 LBS HORIZ. REACTION AT JOINT 1 3x4 1 6-0 6-0 6-0 6-0 L. HL TO PH:12-7-13 LEFT HEIGHT:0-0 SPAN:18-9 —= LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE 1=-242 3.50 6=-326 3.50 9=-800' 3.50 8* 3.50 7=-1106 3.50 2x4 2 9 3x4 MAX STRESSES TOP 1-2=0.880 BOTT 8-9=0.160 DEFL.E , L/360 PANEL(PLF) / JOINTS(LBS) 1- 5= 90 (NONE) 1- 5=-48 6- 1= 20 6- 1= 2 12-0 18-0 18-9 6-0 6-0 0-9 12-0 6-0 RISE :4—a 4x4 3 111 8 3x4 ■ 2x4 42 x4 ----------- 5 St 76 3x4 3x4 18-0 18-9 6-0 0-6 R. HL TO PH :7-1-6 RIGHT HEIGHT:1-9 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.7. 19 FEB 17 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W DS DESIGN SPECS. SSBC.NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWA EOD)CONSULT BLDG ARCHITECT OR ENGINEER. Version 6,^')>) [ 003183 ] - <<“ DADE-TRUSS->>>>=== • Customer : 0 Tue Feb 15 09:38:06 1994 . Project #: 8929T Truss ID : V20 Family # : 105 Span : 20-0 Quantity : 1 Top Pitch : 4./12 3x4 1 6-0 6-0 L. HL TO PH:10-6-8 LEFT HEIGHT:0-0 REACTIONS - SIZE 1=-261 3.50 5=-261 3.50 8:-69$. - 3.50 7=-256 3.50 6=-695 3.50 LOADING COND. I 2, PROVIDE FOR 107, LBS UPLIFT AT JOINT 1 i LOADING COND. 4 2, PROVIDE FOR 107. LBS UPLIFT AT JOINT 5 LOADING COND. 4 2, PROVIDE FOR 322, LBS UPLIFT AT JOINT 8 LOADING COND. 1 2, PROVIDE FOR 48, LBS UPLIFT AT JOINT 7 LOADING COND. 1 2, PROVIDE FOR 322, LBS UPLIFT AT JOINT 6 6-0 10-0 14-0 20-0 6-0 4-0 4-0 6-0 2x4 2 8 6 3x4 3x4 3x4 4x4 2x4 4 3x4 5 10-0 14-0 20-0 4-0 4-0 6-0 R. HL TO PR :10-6-8 SPAN:20-0 RISE:3-4 RIGHT HEIGHT:0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.672 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 7-8=0.145 BOT CHORD:2*4 No.2ND i9 SP BOTT 0 10 DEFL.@8=0.02 < L/360 WEBS :2*4 No.3 19 SP SPACING : 24.0 in. o. 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- 5: 90 5- 1: 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 5-1g2 FEB 17 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH a DESIGN SPECS. SSBC.NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS )CONSULT BLDG ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6. C 003234 ]==== Customer : 0 - Project #: 8929T Truss ID : V16C Span : 16-9 Quantity : 1 REACTIONS - SIZE 1=-260 3.50 6=-80 3.50 9=-691a 3.50 8=-317 3.50 7=-463 3.50 LOADING COND. # 2, PROVIDE FOR 106, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 36, LBS UPLIFT AT JOINT 6 LOADING COND. # 2, PROVIDE FOR 322, LBS UPLIFT AT JOINT 9 LOADING COND. # 2, PROVIDE FOR 72, LBS UPLIFT AT JOINT 8 LOADING COND. # 2 PROVIDE FOR 220, LBS UPLIFT AT JOINT 7 PROVIDE FOR 39 LBS HORIZ. REACTION AT JOINT 1 6-0 10-0 1 1 6-0 4-0 VI L. HL TO PH:10-6-8 LEFT HEIGHT:0-0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3x4 _.------------- 6-0 1 6-0 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 1- 5= 90 (NONE) 1- 5=-48 4x4 3 2x4 9 3x4 SPAN:16-9 PANEL(PLF) / JOINTS(LBS) 6- 1= 20 6- 1= 2 10-0 4-0 MAX STRESSES TOP 1-2=0.673 BOTT 9-1=0.139 DEFLA9=0.02 L/360 3x4 HISE:3-4 14-0 4-0 14-0 4-0 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIBM CONFORMS WIT THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAY Tue Feb 15 09:51:30 1994 Family # : 105 Top Pitch : 4./12 FEB 17 ■ 16-9 2-9 SPACING : 24.0 in. o. NO. OF MEMBERS = 1 16-9 1 1 2-9 2x4 4 2x4 , NI 112 7 6 3x4 3x4 R. HL TO PH :7-1-6 RIGHT HEIGHT:1-1 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 WEBS :2*4 No.3 19 DESIGN SPECS, SSBC,NDS-91 D)CONSULT 8186 ARCHITECT OR ENGINEER. ===<<<<A.C.E.S Version 6 "\::: =C 003182 1==== ===<<<< ° Customer : 0 Tue Feb 15 09:37:49 1994 'Project #: 8929T Truss ID : V16 Family # : 105 Span : 16-0 Quantity : 1 Top Pitch : 4./12 = LOADING COND. # 2, PROVIDE FOR 108, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2. PROVIDE FOR 108, LBS UPLIFT AT JOINT 5 LOADING COND. 4 2, PROVIDE FOR 309, LBS UPLIFT AT JOINT 8 LOADING COND. 4 1, PROVIDE FOR 165, LBS UPLIFT AT JOINT 7 LOADING COND. 4 2, PROVIDE FOR 309, LBS UPLIFT AT JOINT 6 6-0 , 6-0 f 10-0 6-0 2-6 2-0 L. HL TO PH:8-5-3 LEFT HEIGHT:0-0 REACTIONS - SIZE 1=-257 3.50 5=-257 3.50 8=-689a - 3.50 7=-110 3.50 6=-689 3.50 6 7 6 3x4 3x4 3x4 16-0 6-0 4x4 2x4 3 2x4 2 _,-12;---_,__ 4 ....------ ----------- Ek- 3x4 3x4 1 5 _.---------- 0 -___ 7 , 1 _ ,______ Mg MI Mi MI MO 6-0 8-0 10-e 16-0 1 1 2- 0 6-0 2-0 6-0 H. HL TO PH :8-5-3 SPAN:16-0 HISE:2-8 RIGHT HEIGHT:0-0 = LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.664 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 5-6=0.152 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFL.@5=0.02 L/360 WEBS :2*4 No.:.; 19 SP SPACING : 24.0 in. o. 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- 5= 90 5- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 5=-48 5- 1= 2 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESI6N CONFORMS WITH NDS D .N SPECS, SSBC.NDS-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C' LT BLDG ARCHITECT OR ENGINEER. FEB 17 1994 = = = «4 Z A.C.E.S Version 6.<"N >> [ 003233 ' Customer : 0 'Project #: 8929T Truss ID : V14C Span : 12 -9 Quantity : 1 REACTIONS - SIIE 1= -261 3.50 5= -247 3.50 7 = -658. ` 3.50 6=-205 3.50 LOADING COND. # 2, PROVIDE FOR 107, LBS UPLIFT AT JOINT I LOADING COND. # 2, PROVIDE FOR 119, LBS UPLIFT AT JOINT 5 LOADING COND. # 2, PROVIDE FOR 312, LBS UPLIFT AT JOINT 7 LOADING COND. # 2 PROVIDE FOR 36, LBS UPLIFT AT JOINT 6 PROVIDE FOR 39 LBS HORIZ. REACTION AT JOINT 1 6 -0 1 L. HL TO FR : 8 -5 -3 LEFT HEIGHT : O- 3 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 6 -0 2x4 2 3x4 6 -0 6 -0 REPETITIVE STRESSES NOT USED SPAN:12 -9 _ MAX STRESSES TOP 1 -2 =0.664 BOTT 7 -1 =0.136 DEFL . C7 =0.02 L/360 PANEL(PLF) / JOINTS(LBS) 1- 4= 90 5- 1= 20 (NONE) 1- 4 = -48 5- 1= 2 } 8 -0 2 -0 7 3x4 8 -0 2 -0 4x4 3 6 3x4 RISEN -8 MINIMUM GRADE TOP CHORD:2 *4 BOT CHORD:2 *4 WEBS :2 *4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS D THIS DESIGN I5 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD)CONSU - - - < <- DADE - TRUSS- : =•>)•) = == Tue Feb 15 09 :51:12 1994 Family # : 105 Top Pitch : 4./12 12 -9 4 -9 4 -9 12 -9 R. HL TO PH :5-8 -1 RIGHT HEIGHT:1 -1 _ OF LUMBER No.2ND 19 SP No.2ND 19 SP No."; 19 SP in. o. c. = 1 FEB 17 t 2x4 5 3x4 AR DINEER. ===<<<<A.C.E.S Version 6/"::- 003181 1==== " Customer : 0 Project #: 8929T Truss ID : V12 Span : 12-0 Quantity : 1 FORCES - LOAD CASE 11 1-2=-1154 3-4= 1108 2-4= 117 2-3=-1154 4-1= 1108 IM1 1 L. HL TO PH:6-3-14 LEFT HEIGHT:0-0 LOADING (PSF) TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL ve• LOADING COND. 4 2. PROVIDE FOR 269, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2, PROVIDE FOR 269, LBS UPLIFT AT JOINT 3 6-0 6-9 6-0 6-0 REPETITIVE STRESSES NOT USED SPAH:12 -0 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 (NONE) 1- 3=-48 3- 1= 20 3- 1= 2 REACTIONS - SIZE 1=-644 3.50 3=-644 3.50 4x4 2 3x4 4 2x4 MAX STRESSES TOP 1-2=0.787 BOTT 7-4=0.380 DEFL.@4=0.04 L/360 RISE:2-0 ===<<<<-DADE-TRUSS-=== Tue Feb 15 09:37:7A 1994 Family # : 101 Top Pitch : 4./12 12-0 6-9 MINIMUM GRADE 0 TOP CHORD:2*4 N BOT CHORD:2*4 WEBS :2*4 N = = = SPACING : 24.0 i NO. OF MEMBERS = PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS. THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT 3x4 3 ME 12-0 6-0 n. 0. C. 1 1 R. HL TO PX :6-3-14 RIGHT HEIGHT:0-0 F LUMBER o.2ND 19 SP No.2ND 19 SP o.3 19 SP = ===<<<<A.C.E. Version ^ Customer : -Project #: 8929T FORCES - LOAD CASE 01 3-4= 790 2-4=� 790 � 2-3=-818 4-1= 790 LOADING COND. LOADING COND. LOADING (PSF) TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 0 2. PROVIDE FOR 177, L8S UPLIFT AT JOINT 1 # 2, PROVIDE FOR 177, LS UPLIFT ATJOINT 3 1- 3= 90 (NONE) L. HL TO PR:4-2-10 REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 3- 1= 20 �1=2 [ 003180 ]====r Truss ID : V08 Quantity : 1 REACTIONS - SIZE 3=-424 3.50 4x4 2 4 2x4 MAX STRESSES TOP 1-2=0.289 BOTT 4-1=0.219 8 ===<<< >=== Feb Tue 15 37:20 1994 Family # : 101 Top Pitch : 4./12 8-0 R. HL TO PR :4_2_10 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED PLATE MUST BE INSTALLED ON'��'��@�,'m��Y(��S�)�l��Wl�� THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CDNSULT 8L i 3x4 OF LUMBER No.2ND 19 SP No.2ND 19 SP in. o. c. = 1 << E.S Version 6.°*>>} [ 003179 ]----- ,Customer : 0 Project #: 8929T Truss ID : VO4 Span_ : 4-0 Quantity : 1 = FORCES - LOAD CASE #1 2-3=-430 � LOADING COND. 0 2, PROVIDE FOR 85, 0S UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 85, LBS UPLIFT AT JOINT 3 2-&0 L. HL TO PK:2-1_5 LEFT HEIGHT:0_0 LOADING (PSF) TOP 30 15 BOTT 0 10 REPETITIVE STRESSES LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 2-0 3x4 _ NOT USED (NONE) SPAN:4_0 PANEL(PLF) / JOINTS(LBS) 3- 1= 20 3-1=2 4-0 4-0 MAX STRESSES TOP 5 BOTT 3-1=0.151 DEFL. < L/360 REACTIONS - SIZE �-204 3.50 3=-204 3.50 2 4-0 2-0 / R. HL TO PK :2-1-5 RKSE:0-0 RIGHT HEIGHT:0-0 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPE THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY URAClNG(WHDCH IS ALWAYS REQU)CUNSULT ---<<< >>>>=== Tue Feb 15 09:37:04 1994 Family # : 101 Top Pitch : 4./12 ===<< E.S Version 6 [ 003242 'Customer : 0 'Project #: 8929T Truss ID : V10 Span : 10-0 Quantity : 1 LOADING COND. i 2, PROVIDE FOR 76, LBS UPLIFT AT JOINT 1 LOADINS COND. I 2, PROVIDE FOR 56, LBS UPLIFT AT JOINT 4 LOADING COND. II 2, PROVIDE FOR 314, LBS UPLIFT AT JOINT 5 PROVIDE FOR 143 LBS HORIZ. REACTION AT JOINT 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 = LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REACTIONS - SIZE 1=-260 3.50 4=-118 3.50 6-0 6-0 3x4 6-0 6-0 L. HL TO PH: REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 1- 3= 90 (NONE) 1- 3=-48 = 4- 1= 20 4-1=2 MAX STRESSES TOP 1-2=0.665 BOTT 5-1=0.145 DEFL.@5=0.02 < L/360 = 5 3x4 ]==== -===<<< -T >>=== Feb Tue 15 09:53:34 1994 Family # : 201 Top Pitch : 4./12 10-0 4-0 10-0 4-0 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS =_= __= PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EKCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SP TH DESIGN 15 F TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRAClNG(WHICHlS ALWAYS 0EOD)CONS ■ 2x4 4 3x4 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP == =<< < <:A.C.E.S Version 6. ` a• »== = = = = = =[ ' Customer : 0 'Project #: 8929T Truss ID Span : 8 -0 Quantity LOADING COND. # 2, PROVIDE FOR 86, LBS UPLIFT AT JOINT 1 LOADING COND. # 1, PROVIDE FOR 96 LBS UPLIFT AT JOINT 4 LOADING COND. # 2, PROVIDE FOR 311, LBS UPLIFT AT JOINT 5 PROVIDE FOR 111 LBS HORIZ. REACTION AT JOINT 1 TOP BOTT L. HL TO P}€ : 8 -5 -3 LEFT HEIGHT :OE -8 LOADING (PSF) L D 30 15 0 10 REACTIONS - SIZE 1= -259 3.50 4 = -42 3.50 5= -6,84 ' 3.50 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL == 6 -0 6 -0 6 -0 6 -0 SPAN : 8 -8 MAX STRESSES TOP 1 -2=0.669 BOTT 4 -5 =0.147 DEFL.@5=0.02 L/360 PANEL(PLF) / JOINTS(LBS) 1- 3= 90 4- 1= 20 (NONE) 1- 3 = -48 4- 1= 2 003241 3 = = == = = = << <; <; -DADE- TRUSS -> >:: >• = == Tue Feb 15 09:53:17 1994 : VO8A Family # • 201 : 1 Top Pitch : 4./12 2x4 2 5 3x4 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2 *4 WEBS : *4 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESISN CONFORMS WITH NDS D THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD)CON 8 -0 2 -0 3x4 8 -0 2 -0 RISE:2 -8 RIGHT HEIGHT:2 -8 OF LUMBER No .2ND 19 SP No.2ND 19 SP No . 3 19 SP in. o. = 1 FEB 1 2x4 --^-- r 4 3x4 5, SSB CHITECT OR ENGINEER. =. E. Version 6. `>>>> ==[ 003240 ]==== - Project #: ' : u9� �9l� Truss ID : V06 FORCES - LOAD CASE 11 1-2= 0 3-1= 0 2-3=-257 LOADING COND. 2, PROVIDE FOR 120, LBS RAT JOINT 1 wADING COND. 1 2, PROVIDE - UPLIFT PROVIDE FOR 79 L8S HORIZ. ' 1 • REM L. HL TO PR:6-3-14 LEFT HEIGHT:0-0 LOADING (PSF) L D TOP 30 15 BOTT 0_ 10 SPAN:6_0 Quantity : 1 REACTIONS - SIZE . 1=-314 3.50 3=-314 3.50 6-0 6-0 6-0 6-0 MAX STRESSES TOP 1-2=0.788 BOTT 3-1=0.175 DEFL. L/760 MINIMUM 1 TOP CHORD:2*4 WEBS :2*4 SPACING : 24.0 NO. OF MEMBERS `===<<< >>>=== Tue Feb 15 09:53:01 1994 Family # : 201 Top Pitch : 4./12 3x4 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / J0lNTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE88)CDNSU OF LUMBER No.2ND 19 SP No.2ND 19 SP No.7 19 SP in. o. c. =1 FEB 2x4 3 < =_= <<; <A.C.E.S Version 6. • :: • > [ 003239 ] - - - -- ___ “ - DADE- TRUSS- » > > =__ • Customer : 0 <, Tue Feb 15 09:52:49 1994 Project #: 8929T Truss ID : VO4A Family # : 201 Span : 4 -0 Quantity : 1 Top Pitch : 4./12 = FORCES - LOAD CASE #1 REACTIONS - SIZE 1 -2= 0 3 -1= 0 1= -204 3.50 2 -3= -167 3 = -204 3.50 4 -0 LOADING COND. # 2, PROVIDE FOR 79, LBS UPLIFT AT JOINT 1 LOADING COND. # 2. PROVIDE FOR 92, LBS UPLIFT AT JOINT 3 PROVIDE FOR 47 LBS HORIZ. REACTION AT JOINT 1 L. HL TO FR:4 -2 -10 LEFT HEIGHT:0 -0 3x4 ,.-t-- 1 4 -0 4 -0 4 -e • 3 3x4 SFAN:4 -0 RISE:1 -4 RIGHT HEIGHT:1 -4 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1 -2 =0.330 TOP CHORD : 2 *4 No.2ND 19 SP TOP 30 15 BOTT 3 -1 =0.077 BOT CHORD:2 *4 No.2ND 19 SP BOTT 0 10 DEFL. L/360 WEBS :2 *4 No.7 19 SP REPETITIVE STRESSES NOT USED SPACING • 24.0 in. o. c. NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JDINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) FE B NORMAL 1- 2 = -48 3- 1= 2 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH OS DESIGN SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT B ===<< C.E. Version 6. �)>}========[ 003238 J====' ===<<< DE-T >>>=== ' y»rcdect #: 8929 Truss ID : V02 ' i � �J3 1994 Span : 2-0 Quantity : 1 `=� � : 201 Feb = � ' FORC LOAD CASE ~~ = � 1-2= 0 3-1= 0 -- - LOADING COND. 0 2, PROVIDE FOR 38,'LBS UPLIFT AT JOINT 1 LOADING COND. COND. 0 2, PROVIDE PROVIDE AT�l� 3 FOR PROVIDE FOR 15 LBS HORIZ. REACTION LBS UPLIFT JOINT 1 L. HL TO PR:2-1_5 LEFT HEKGHT:0-0 LOADING (PSF TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED 2-0 2-0 2-0 MAX STRESSES TOP 8 BOTT 3-1=0.015 DEFL. < L/360 P8NEL(PLF) / JODNTS(LBS) 3- 1= 20 (NONE) 1- 2=-48 3- 1= 2 REACTIONS - SIZE 1=-94 3.50 3=-9q 3.50 • PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C0 FEB v NO. OF MEMBERS = 1 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP 3 RIGHT HEIGHT:0-8 NG%NEER. =d=<<<<A.C.E.S Version 6.' [ 003232 Customer : ' Project #: FORCES - LOAD CASE 11 LOADING COND. II 2, PROVIDE FOR 1181, LAS UPLIFT AT JOINT 1 LOADING COND. 1 2, PROVIDE FOR 1249, LBS UPLIFT AT JOINT 6 PROVIDE FOR 139 LOS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):02=3,2.5]. 6-0 . / 3_0 4x5 L, 3-&8 3-&0 L. HL TO PX:9-5-13 LEFT HEIGHT:0-11-15 LOADING (PSF) TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL REPETITIVE STRESSES NOT USED (NONE) ] 8 4x5 Truss ID Quantity PANEL(PLF) / JOINTS (LDS) 3-K0 6-&0 3-K0 -_~�- MAX STRESSES BOTT 7-8=0.613 DEFLA8=0.0: L/360 : J09C REACTIONS - SIZE ]====' ===<<< DE- >>>>=== Tue Feb 15 09:50:57 1994 Family # : 201 Top Pitch : 4./12 1=-3300 3.50 6=-3300 3.50 7 4x5 MINIMUM TOP CHORD:2*4 BOT CHORD:2*6 WEBS :2*4 11 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. p.c. or 10d NAILS, 10 in. p.c. (CHORD AND WEBS) PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) i PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EICEPT AS SHOWN)DESIGN CONFORMS WITH NDS D THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSU 9-0 3-13 4x5 4 9-0 3-&0 SPACING NO. OF MEMBERS in. o. =2 2x4 6 4x5 RIGHT HEIGHT:3-11-15 OF LUMBER No.2ND 19 SP No.2ND 19 SP No.3 19 SP CS, SSO RCHITECT OR ENGINEER. === Version 6. 003200 1===== ===<<<< 'Customer : 0 Tue Feb 15 0942:35 1994 . Proiect #: 8929T Truss ID : TOB Family # : 101 Span : 11-0 Quantity : 1 Top Pitch : 4./12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-896 3-4= 847 2-4= 107 1=-670 3.50 2-3=-896 4-1= 847 3=-670 3.50 LOADING COND. # 2, PROVIDE FOR 122, LBS UPLIFT AT JOINT 1 LOADING COND. # 2, PROVIDE FOR 122, LBS UPLIFT AT JOINT 3 0-8-14 5-6 11-0 0-8-14 5-6 5-6 L. HL TO PR:5-9-9 5-6 5-6 4x4 2 4 2x4 11 5-6 R. HL TO PH :5-9-9 LEFT HEIGHT:0-3-15 SPAN:11-0 RISE:2-1-15 RIGHT HEIGHT:0-3-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.606 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 3-4=0.302 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFLA4=0.03 's L/360 WEBS :2*4 No.7 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- 3= 90 3- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 3=-48 3- 1= 10 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETR1CALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C0 = Version 6. '':: C 003201 1====r Customer : 0 Project #: 8929T Span : 11-0 2-4 2.83/12. FORCES - LOAD CASE #1 1-2=-2498 5-6= 2345 2-8= $0 2-3=-2151 6-7= 2345 2-7t-262 3-4=-2151 7-8= 2345 - 3-7= 584 4-5=-2498 8-1= 2345 4-7=-262 4-6= 80 LOADING COND. # 2, PROVIDE FOR 284. LBS UPLIFT AT JOINT 1 LOADING COND. # 2. PROVIDE FOR 284, LBS UPLIFT AT JOINT 5 • 0-8-1 2-6-3 5-6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 2-6-3 2-6-3 2-6-3 L. HL TO PR:2-7-13 LEFT HEIGHT:0-3-15 8 2x4 2-11-13 .5-6 2-11-13 Truss ID : T09 Quantity : 1 REACTIONS - SIZE 1=-1139 3.50 5=-1139 3.50 4x4 3x8 MAX STRESSES TOP 2-3=0.37: BOTT 6-7=0.506 DEFL.@7=0.07 L1:60 • 8-5-13 2-11-13 8-5-13 2-11-13 SPAN:11-0 RISE:1-10-7 ===<<<< Tue Feb 15 09:42:50 1994 Family # special Top Pitch : 4./12 6 2x4 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 135 5- 1= 30 CONCENTRATED 7= 348 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 5=-47 5- 1=-10 CONCENTRATED 7=-121 PLATES ARE MITES M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS D THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)C 11-9 2-6-3 2-6-3 11-9 SPACING : 24.0 in. o. c . NO. OF MEMBERS = 1 0-8-14 R. HL TO PK :2-7-13 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.: 19 SP Version 6 Customer : 0 • Project #: 8929T Span : 36-0 FORCES - LOAD CASE 11 REACTIONS - SIZE 1-2= 931 9-10=-882 2-16=-3366 7-11=-450 16=-2061 3.50 2-3=-2653 10-11= 1829 2-15F 832 8-11= 832 10=-2061 3.50 3-4=-2808 11-12= 2785 3450 8-10=-3366 4-5=-2977 12-13= 2663 3-14=-147 5-6=-2977 13-14= 2663 4-14= 197 6-7=-2808 14-15= 2785 4-13= 418 7-8=-2653 15-16= 1829 5-13=-450 8-9= 931 16-1=-882 6-13= 418 6-12= 197 7-12=-147 LOADING COND. W 2. PROVIDE FOR 705. LBS UPLIFT AT JOINT 16 LOADING COND. W 2. PROVIDE FOR 705. LBS UPLIFT AT JOINT 10 PLATE OFFSETS X=LEFT. Y=TOP 1 :(j13=4.21. E)-e-14 4-4 1 8-8 ,13-0 , 18-0 , 23-0 , 27-4 , 31-8 , 36-0 ,9-3-14 t ) 4-4 4-4 4-4 1 s-e 5-0 1 4-4 4-4 4-4 > > > 4x8 3x4 4 3x6 3 3x6 2 1 a • W f 003192 Tue Feb 15 09:40:33 1994 Truss ID : H04 Family # : 314 Quantity : 1 Top Fitch : 4./12 1-o 2x4 - Tor' G141) ER 4x8 6 3x4 7 3x6 16 4x5 3x4 L. HL TO Pi: 13-8-? 15 14 3 x4 13 5x8 12 3x4 11 8 3x6 1 0 3x4 4x5 2-4 6-6 13-9 18-0 23-9 29-6 33-8 3 I 1 2-4 '4-2 ' 6-6 ' 5-9 ' 5-9 ' 6-6 4-2 2-4 R. HL TO P]( :13-0-7 LEFT HEIGHT:-3-15 SPAN:36-0 RISE:4-7-15 RIGHT HEIGHT:0-3-15 LOADING (F'SF) MAX STRESSES MINIMUM GRADE OF LUMBER TOP 4-5=0.646 TOP CHORD:2*4 No.2ND 19 SP TOP 30 15 BOTT 14-15=0.701 BOT CHORD:2*4 No.2ND 19 SP BOTT 0 10 DEFLA17=0.19 L/360 WEBS :2*4 No.7 19 SF' SPACING : 24..0 in. a. REF'ETITIVE 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- 9= 90 9- 1= 20 2 1.33 1.33 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 . 16- 1=-34 PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REID) 9 Version 6 Customer : 0 Project #: 8929T Span FORCES - LOAD CASE #1 1-2= 931 9-100-882 2-16=-3366 2-3=-2653 10-11= 1829 2-15=J32 3-4=-2808 11-12= 2785 --450 4-5=-2977 12-13= 2663 -- 5-6=-2977 13-14= 2663 4-14= 197 6-7=-2808 14-15= 2785 4-13= 418 7-8=-2653 15-16= 1829 5-13=-450 8-9. 931 16-1=-882 6-13= 418 6-12= 197 7-12=-147 LOADING COND. # 2. PROVIDE FOR 705. LBS UPLIFT AT JOINT 16 LOADING COND. # 2. PROVIDE FOR 705. LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT,Y=TOP):[j13=4,2], 0-78-14 4-4 , 8-8 13-0 , 18-0 4-4 4-4 1 4-4 ' 5-0 REACTIONS - SIZE 7-11=-450 16=-2061 3.50 8-11= 832 10=-2061 3.50 8-10=-3366 2-0 4x8 2x4 3x4 4 .... 3 x5 3 _.,-...,...- 36 2 _.....„----....:-.._ --....7,. 1 - ' - ':- _,,, ....,,,-L.:--- 7 ; -. Z*-L-: - ;- -- =••• = V 16 15 14 4x5 3x4 3x4 2-4 6-6 2 4 1 4-2 13-0 6-6 L. HL TO P](:13-8-7 LEFT HEIGHT:0-3-15 SPAN:36-0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 2 1.33 1.33 r 003191 1==== •===<<<<-DADE-TRUSS->>>>=== Tue Feb 15 0940:18 1994 Truss ID : H03 Familv # : 314 Quantity : 1 Top Fitch 4./12 18-0 5-0 MAX STRESSES TOP 4-5=0.846 BOTT 14-15=0.701 DEFLA13=0.19 < L/360 LOADING PANELOLF) / JOINTS(LBS) TYPE UNIFORM 1- 9= 90 9- 1= 20 UNIFORM (NONE) NORMAL 1- 9=-48 9-10=-34 10-16= 10 , 23-0 27-4 1 4-4 ' 5-0 Pi Gt. .672 4x8 6 3x4 7 3x6 • se4F.,11:= 13 12 11 10 5x8 3x4 3x4 4x5 23-0 5-0 16- 1=-34 29-6 1 6-6 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEELfEXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DES THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACINEWHICH IS ALWAYS REOD) 31-8 36-0 44 1 4-4 - 33-8 36-0 ! 4-2 2 R. HL TO PR :13-0-7 RISE:4-7-15 RIGHT HEIGHT:-3-15 3x6 9 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :21(4 No.3 19 SP SPACING : 24.0 in. o NO. OF MEMBERS = 1 R ENGINEER. =*T-<<<<A.C.E.S Version • Customer : 0 Project #: 8929T Span : 36-0 FORCES - LOAD CASE #1 9-10=-882 2-16=-3366 10-11= 1829 2-15= 832 11-12= 2785 3-40=450 12-13= 2663 - 3-14=-147 13-14= 2663 4-14= 197 14-15= 2785 4-13= 418 15-16= 1829 5-13=-450 16-1=-882 6-13= 418 6-12= 197 7-12=-147 LOADING COND. 2, PROVIDE FOR 705, US UPLIFT AT JOINT 16 LOADING COND.4 2, PROVIDE FOR 705, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X=LEFT4Y=TOP):013=4,2], 8 4-4 8 13-8 1-2= 931 2-3=-2653 3-4=-2808 4-5=-2977 5-6=-2977 6-7=-2808 7-8=-2653 8-9= 931 L. HL TO P1{:13-8-7 LEFT HEIGHT -3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REACTIONS - SIZE 7-11=-450 16=-2061 3.50 8-11= 832 10=-2061 3.50 8-10=-3366 Truss ID : H02 Quantity : 1 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 18-0 E3-0 4-4 4-4 4-4 5-9 5-0 3x4 3x6 3 16 15 4x5 3x4 2 1 -4 6-6 2-4 4-2 • 13-0 6-6 REPETITIVE STRESSES NOT USED SPAN:36-0 4x8 2x4 4 5 14 13 3x4 5x8 1 18-8 5-0 C 003190 1==== . ===<<<< - DADE-TRUSS->>>>=== Tue Feb 15 09:40:03 1994 Family # : 314 Top Pitch : 4./12 PANEL(PLF) / JOINTS(LBS) 1- 9= 90 9- 1= 20 (NONE) 1- 9=-48 9-10=-34 10-16= 10 23-8 . 5-9 MAX STRESSES TOP 4-5=0.846 BOTT 14-15=0.701 DEFLA1:=0.19 L/360 16- 1=-34 4x8 6 3x4 PLATES ARE MITEK 1120-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EICEPT AS SHOWNIDESIGN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REID 27-4 31-8 36-0 8-8-14 4-4 4-4 4-4 T==- 3x6 3x6 8 3x6 l7ge *It- 4.7 12 11 10 3x4 3x4 4x5 29-6 1 33-8 3 1 6-6 4-2 2L4 R. HL TO P11 :13-0-7 RISE:4-?-15 RIGHT HEIGHT:0-3-15 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2ND 19 SP BOT CHORD:2*4 No.2ND 19 SP WEBS :2*4 No.3 19 SP = = SPACING : 24.0 in. NO. OF MEMBERS = 1 PECS. -91 6 ARCHITEC OR ENGINEER. =4 Version Custdmer : 0 Project-#: 8929T Span : 36-0 FORCES - LOAD CASE 1-2= 835 11-12=-790 2-3=-8395 12-13= 4088 3-4=-9329 13-14= 7964 4-5=-10368 14-15= 8844 5-6=-10849 15-16= 10368 6-7=-10849 16-17= 10368 7-8=-10368 17-18= 8844 8-9=-9329 18-19= 7964 9-10=-8395 19-20= 4088 10-11= 835 20-1=-790 LOADING COND. # 2. PROVIDE FOR LOADING COND. # 2, PROVIDE FOR 0-8-14 ,3-8 7--4 3x6 1 I 1 3.8 2-4 2-4 ' 5 L. HL TO PH:11-7-2 LEFT HEIGHT:0-3-15 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 2 1.33 1.33 2 7-4 3-8 REPETITIVE STRESSES NOT USED 2-20=-6689 7-15=-834 2-19= 4096 8-15= 2195 3714e1236 8-14= 1062 - 3-18= 1061 9-14= 1061 4-18= 1062 9-13=-1236 4-17= 2195 10-13= 4096 5-17=-834 10-12=-6689 5-16= 707 6-16=-308 7-16= 707 1721, LBS UPLIFT AT JOINT 20 1721, LBS UPLIFT AT JOINT 12 Truss ID : H01 Quantity : 11-0 14-6-14 21-5-225-0 28-8 '3-8 '3-6-14'3-5-2 3-5-2 '3-6-143-8 4x8 20 19 18 17 16 4x4 4x5 4x5 4x5 4x8 4x6 SPL. SPAN :36-0 4x5 3x4 C 003189 1====- - ===<<<< - DADE - TRUSS->>>>=== Tue Feb 15 09:39:44 1994 Family # : 314 Top Pitch : 4./12 REACTIONS - SIZE 20=-4650 3.50 12=-4650 3.50 MAX STRESSES TOP 5-6=0.453 BOTT 15-16=0.915 DEFL.C$16=0.74 - L/360 4x5 4x8 4x5 4 5 6 7 8 4x5 4x8 3 15 14 13 4x5 4x5 4x5 18-0 11-0 14-6-14 21-5-225-0 28-8 3-8 8-6-14 -5-2 3-5-2 3-6-143-8 11 ISE:3-11-15 4x6 SPL. 32-4 3-8 MINIMUM GRADE OF TOP CHORD:2*4 No BOT CHORD:2*4 No WEBS :2*4 No SPACING : 24.0 in NO. OF MEMBERS = LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1-11= 90 11-14= 20 14-18= 213 18- 1= 20 CONCENTRATED 14= 1238 18= 1238 UNIFORM (NONE) NORMAL 1-11=-48 11-12=-34 12-14= 10 14-18=-74 18-20= 10 20- 1=-34 CONCENTRATED 14=-428 18=-428 It 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. or 10d NAILS. 10 in. o.c. (CHORD AND WEBS) St PLATES ARE MITEK M20-258.216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EICEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT. SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH ND THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR'PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REONCON 2 FEB 17 9 4x8 --== ===-_ 1 1 10 111 0 • 36-0 0-8-14 3-8 12 4x4 33-8 36-0 5-0 2-4 H. HL TO PX :11-7-2 RIGHT HEIGHT:0-3-15 LUMBER .2ND 19 SF .1D 19 SF .3 19 SP 3x6 1 1 CS, SSBC.TPI-91 ARCHITECT OR ENGINEER. ==<<<<A.C.E.S Version 6 [ 003255 j==== - ===<<<< - DADE-TRUSS->>>>=-- • Customer : 0 Wed Feb 16 10:37:18 1994 Project #: 8929T Truss ID : HO1A Family # : 314 Span : 36-0 Quantity : 2 Top Pitch : 4./12 FORCES - LOAD CASE 111 REACTIONS - SIZE 1-2=-2064 11-12= 1945 2-20= 72 7-15=-837 1=-966 3.50 2-3=-1500 12-13= 1945 2-19=-552 8-15=-4119 11=-966 3.50 3-4=-890 13-14= 1423 3-14i 8-14= 2736 17=-4538 3.50 4-5= 2179 14-15= 844 - 3-18=-698 9-14=-698 15=-4538 3.50 5-6= 1756 15-16=-2179 4-18= 2736 9-13= 252 6-7= 1756 16-17=-2179 4-17=-4119 10-13=-552 7-8= 2179 17-18= 844 5-17=-837 10-12= 72 8-9=-890 18-19= 1423 5-16= 672 9-10=-1500 19-20= 1945 6-16=-270 10-11=-2064 20-1= 1945 7-16= 672 LOADING COND. 1 2, PROVIDE FOR 228, LBS UPLIFT AT JOINT 1 LOADING COND. 1 2, PROVIDE FOR 228, LBS UPLIFT AT JOINT 11 LOADING COND. 1 2, PROVIDE FOR 1681, LBS UPLIFT AT JOINT 17 LOADING COND. *2 PROVIDE FOR 1681, LBS UPLIFT AT JOINT 15 PLATE OFFSETS (1=LEFT,Y=TOP):016=4,2], • 0-8-14 H 3-8 7 -4 11.1-0 15-0 111-43 21-0 25-0 28-8 32-4 3-8 3-8 1 3-8 4-0 :11-11 4-0 1 4-0 1 3-8 1 3-8 1 3x6 1 3-8 7-4 6-8 6-8 4x5 4x5 L. HL TO PH:11-7-2 LEFT HEIGHT:0-3-15 SPAN:36-0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 4x8 4x5 3x4 4x5 4 5 6 7 4x5 4x5 3 %;= 20 19 18 17 16 15 3x4 14 13 12 4x5 5x8 4x5 4x5 4x5 3x4 6 11-0 1 15-0 18-0 21-0 1 25-0 L 28-8 1 32-4 1 36-0 -8 '4-0 1-0 4-0 '4-0 ( 3-8 R. HL TO PH :11-7-2 RISE:3-11-15 RIGHT HEIGHT:0-3-15 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 4-5=0.316 TOP CHORD:2*4 No.2ND 19 SP BOTT 17-18=0.595 BOT CHORD:2*4 No.2ND S DEFL.@19=0.04 L/360 WEBS :2*4 No.: REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-11= 90 11-14= 20 14-18= 258 CONCENTRATED 14= 1793 18= 1793 2 1.33 1.33 UNIFORM (NONE) NORMAL 1-11=-48 11-14= 10 14-18=-89 CONCENTRATED 14=-619 18=-619 tt 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) It PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED 6N EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESI6N CONFORMS WIT THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS 18- 1= 20 18- 1= 10 4x8 8 4x5 9 4x5 SPACING : 24.0 in. NO. OF MEMBERS = 2 36-0 g-8-14 1 '3-8 10 3x6 - 1 1 r 11 B 1 7 1194 S DESIGN SPECS, SSBC,TPI-91 D)CONSULT BLDG ARCHITECT OR ENGINEER. __ =;k <::A.C.E.S Version 6 • Customer : 0 .Project #: 8929T Span . 25 -7 FORCES - LOAD CASE 11 1 -2= -3267 8 -9= 528 2 -11= -325 2 -3= -2995 9 -10= 1192 3 -11= -303 3 -4= -2995 10 -11= 2106 4714"988 4 -5= -1785 11 -1= 3086 -4-10=-849 5 -6= -935 5 -10= 1012 6 -7= 0 5- 9 = -616 7 -8 = -77 6 -9= 737 6 -8= -1379 LOADING COND. 4 2, PROVIDE FOR 469, LBS UPLIFT AT JOINT 1 LOADING COND. t 2, PROVIDE FOR 492. LBS UPLIFT AT JOINT 8 PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 3x6 1 5 -6 -8 ?-8-4 5 -6 -8 -1 -12 11 3x8 12 -3 -4 4 -7 7 -8 -4 7 -8 -4 L. HL TO PH:18 -11 -11 LEFT HEIGHT :0 -3 -15 SPAN:25 -7 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2 1.33 1.33 UNIFORM NORMAL 1 REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 1- 7= 90 (NONE) 1- 7 = -48 8- 1= 20 8- 1= 10 C 003231 ]____• Truss ID : TO6A Quantity : 1 REACTIONS - SIZE 1 = -1391 3.50 8= -1391 3.50 1 MAX STRESSES TOP 3 - 4 =0.687 BOTT 11 -1 =0.846 DEFL.@11=0.16 L/360 3x4 _ _ _ ;_ 3x4 2x4 = + ` - _ _ 7 2 x{I 3 ' - .+%`s � ~ - �-- iry. - �_ _ N. ''�'� `r\\ .''i' ti`s. _ NN •, \`\ '''/ • t % / •i qtr 14 -6 -12 6 -10 -8 3x6 SPL. - 18 -0 5 -8 -12 10 3x4 4x4 5 MINIMUM GRADE TOP CH0RD:2 *4 BOT CHORD:2*4 2 SPACING : 24.0 NO. OF MEMBERS PLATES ARE MITER N20- 258,216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE ONLY.FOR ANDYTEMPORARYSBRACING (WHICH CONFORMS __ =c •• ' - DADE- TRUSS )`:•___ Tue Feb 15 09:50:41 1994 Family # : 109 Toa Pitch : 4./12 23 -8 -12 5 -8 -12 9 8 3x4 3x6 1 21 -5 -4 25 -7 6 -10 -8 4 -1 -12 R. HL TO PX :7-11-15 RISE:6 -3 -15 RIGHT HEIGHT :3 -9 -10 OF LUMBER No.2ND 19 SP No.2ND 19 SF No .3 19 SP in. = 25 -? 1 -10 -4 2x4 SPECS. SSBC,TPI-91 D6 ARCHITECT OR ENGINEER. == '.A.C.E.S Version 6 Customer 0 .Project #: 8929T Span #1 2 -19= -18668 2 -18= 4357 3 -18' =7973 - 3 -17= 90 3 -16= 1898 4 -16= 1715 4 -15= -2265 5 -15= 14498 6 -15= -10172 19 -1= -1007 6-14= 9334 LOADING COND. 12, PROVIDE FOR 7531, LBS UPLIFT AT JOINT 19 LOADING COND. # 2, PROVIDE FOR 6893, LBS UPLIFT AT JOINT 10 PLATE OFFSETS (X= LEFT, Y= TOP):Ii 2= 5, 2],[ j5= 5, 2],(j6= 3 ,2),[i7 =2.5,27,[i11 =5,1.51,[j13 =5,21, [114 =3,21,[i15 =4,21,[i16 =5,t11, 0 -8 -14 4 -6 9 -0 13 -6 18 -0 • 21 -5 -4 24 -10 -8 0 -9- 833 -11 -4 4 -6 4 -6 4 -6 4 -6 3 -5 -4 3 -5 -4 -8 -8 3- 2- 8`3 -1 = 12 1 -2= 1053 2- 3= -15562 3 -4= -24333 4 -5= -22621 5 -6= -22800 6 -7= -29005 7 -8= -34422 8 -9= -34807 9 -10= -32948 FORCES - LOAD CASE 10 -11= 29276 11 -12= 29276 12 -13= 33020 13 -14= 32656 14 -15= 27516 15 -16= 23084 16 -17= 21484 17 -18= 21484 18 -19= 14763 4x8 3x6 2 LOADING (PSF) L D TOP 30 15 BOTT 0 10 19 18 6x8 4x5 2 -4 4 -6 9 -0 13 -6 18 -0 21-5-424-10-8 27-7 30 -9- 833 -11 -4 2 -4 2 -2 4 -6 L. HL TO PH :10 -11 -11 LEFT HEIGHT :0 --3 -15 = _ REPETITIVE STRESSES USED 1 1.33 1.33 • 7- 14 = -7328 7 -13= 6659 8- 13 = -505 8 -12= 204 9 -12= 4144 9 -11= 2058 3x6 SPL. 4x8 3 -- rn 7x8 SPL. PANEL(PLF) / JOINTS(LBS) 4-6 4 -6 3 -5 -4 MAX STRESSES TOP 7 -8 =0.527 BOTT 17 -14 =0.707 DEFL.C14 =o.28 L /360 E 003254 7====r == <:: <:' < < - DADE- TRUSS - ::• • : :. •;. • : > = == Wed Feb 16 10 :03 :59 1994 Family # : special Top Pitch : 4./12 Truss ID : T03 Quantity : 4 REACTIONS - SIZE 19= -10035 5.32 10= -16235 4.82 8x10 4x5 5 5 x 6 4 .'- = 4 6 4x6 4 !1! 17 16 15 14 13 12 11 3x6 6x8 6x8 6x8 6x8 4x5 3x8 13 -16= 1196 16- 1= 20 13 -19= -413 19- 1 = -34 7x8 SPL. SPAN:33-11-4 RISE:6 -3 -15 5x6 SPL. SPACING : 24.0 in. NO. OF MEMBERS = 4x5 4x5 9 12x12 10 2X6 WEDGE 3 -5 -4 -8 -8 -2 -8 -1 -12 R. HL TO PI( :16 -9 -16 RIGHT HEIGHT:1 -0-3 == MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.1D 19 SP BOT CHORD:2*8 No.1D KD SP WEBS :2 *4 No..'3 1 SP LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1.33 1.33 UNIFORM 1 -10= 90 10 -13= 669 2 UNIFORM (NONE) 3349 (NONE) NORMAL 1- 10 = -48 10 -13= -231 CONCENTRATED 13 =-1450 - CHORD: `5•74; =f;_- t 7 -8; 8 -9: 9 -10 TO BE 2*6 No.2ND 19 SF' WEB: 2 -19: -15 TO BE 23(4 No.2ND 19 SP WEB: 7-13 TS BE 2*6 No.2ND 19 SP tt 4 MEMBERS BOLTED TOGETHER WITH 1/2 in. BOLTS 24 in. o.c. IN TOP AND.BOTTDN CHORDS AND NAIL s TOGETHER WITH 16d NAILS 12 in. O.C. it tt or 10d NAILS 10 in. o.c. (CHORDS AND WEBS), FROM EACH FACE tt PLATES ARE MITEY. M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS ; OWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFt' S WITH NDS DESIGN SPECS, SSBC,TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS WAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. FEB 17 1994 SUBMITTAL WITH SPECIALTY ENGINEER 0 CONFORMS TO DESIGN .CONCEPT ACCEPTED AS SUBMITTED suasTANTIALLY CONFORMS TO DESIGN CONCEPT ACCEPTED AS NOTED O DOES NOT CONFORM TO DESIGN CONCEPT .... REVISE AS NOTED AND RESUBMIT 0 UNRESPONSIVVE.SUBMITTAL AS NOTED REJECTED Review is limited to verifying THE FOLLOWING: 1. The specified Structural Submittals have been furnished. 2. Submittal is signed and sealed by the Specialty Engineer. 3. The Specialty Engineer has understood1hedesign intent anrthas used the specified structural criteria. (No detailed check of calculations was made.) 4. The configuration set forth in the submittal is content with the Structural. Contract Documents. (No detailed check of .quantities or dimensions was made.) Notations do not constitute a Change Order and do trot relieve the General Contractor /Construction Manager from compliance with Contract Documents, governing codes and regulations. The General Contractor /Construction Manager is solely responsible for confirming all quantities, dimensions, fabrication technr ues, coordinating work with 'other trades and assuring that work is performed in a safe and satisfactory manner. JENKINS & CHARLAND, INC., CONSULTING ENGINEERS FT. LAUDERDALE, FLORIDA Date: 9 4 8y , kb 0 NO E TAKEN j] MAKE CORRECTIONS NOTED 1 ❑ PEJECTEO ❑ REVISE AND RESUBMIT I7 ❑ SUBMIT SPECIFIED ITE?/I r , is only for gerf tai crmiformance with the yr7 <7r f°eort of F e 4S arid ‘4;-1‘;i:-1 �,- ,� { y ��+.i.r�.. -c tl p �r�1. / F .�s°°4t.^y`�r;��rl documents. I Ei'. 11 It L r' CM'1 Vier in C'TiC C it Ll G ". l C.Yo\.4.m no's. t se"T r r r1 t� fl r Ei�efi1 1"715iJtth& 4 'lil:;lri l�:ti Vl�rlt`f`i � "�I ��, ��: ��e :l" is t'€`,G..'y��F1.rG`'SF�' �fCyY; • :. �`T� - t r f(t ' Fie{ N r R? J a11'f1' s.C3I�1'el 1 �i ac; Tn t_ ri a l ETr E+us s arid uechiroI'C fiG'es. r tr;t tfcyn;: r Ord ati cl hisL tr'.t;le \ =V ih: that if 1 ciI, gar tra, e. ;; and tie Sat aLE y pertoralm: Of WC— BY DATE NO. C. G. CHASE CONSTRUCTION COMPANY THIS S . B , ITT! L HAS BEEN REVIEWED RECEIVED FEB 2 4 1994 C.O. OWE CONSTRUCTION CO. POWERS POWERS RECEIVED FEB 19 1994 C. C. cIIASE CONSTRUCTION CO.