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CC-12-768 ,A v cl�� Miami Shores Village OCT 1 2012 Building Department 10050 NJL2nd Avenue,Miami Shone,Ptotida 33138 Tel:(305)795.2204 Fax:(305)75b.89Y2 INSPECTION'S PHONB NUMBER:(M 91+'2.4949 BUILDING *B`Nr.) `4,0§NC�,-` F> ��' FBC Zo R� Permit No. PERMIT APPLICATION Master Permit rte. Permit Type: BUILDING ROOFING JOB ADDRESS: 113 oa NE `''d AVM VluF Uj l C(� City: NUMLShom County: Mist Dade Zip: G2 FoB0JPaoce18: b the DUHdit Historically meted:Yes NO Ph:axi Zotce: OWNER:Nano:(Fee simple Titlehoder): � e i ee 2S i lhauct 3o5 Mq•3caoro Address:__ 1159Q NE 2qA- Ay City. iAi r`4es state• FL-- p: - - Z* TenandLeasee Name: Phan#: Email: I i CONTRACTOR:Coopany Nana~ fwx = (6y�,s.1 Plmae#: ` 942-(021.9 000 Address: t NW T �°�° �tav �.�GG 2c�t� city: N'"i ct tlow ice. r-i_ Zip: ��4•�Ls v Qualifier Nam ca r'A c Awe a r-o P WU&. State Certification or Registration#: C C- rj 10 Certificate ofCompet y : Contact n0net 321- Mr Bmail Addim: GZa t A (o TCCo, co vr, DESIGNER:ArditectBngineer. Gi.i 416 Iva vsk r A5s� pj- CS Ply#: X54•q(o e• fv �., 7i� ` _ Value of Work for ibis Permit:S. Sa��inaaar FO�age of Work: Q C�Cs(1 _ Type of Work: ®Addition OAiteration ti(1Vew ORepaiMeplace tion Descrlpdon of Work: f�ftv, opt i Ne-1s11 OF Cg11jShPtactj -,m ®i= AM am ft. eiee�!O+ai�t+M+�saps0i*�I�KWa01NpM+eRettootiM+4qR�InO+MiesMOOgaR+e4opt4p s+Wk#�+M�f# Submittal Fee$�^-' Penult Fee$ � "v CCF$ CO/CC$ Smwft Fee$ Rados Fee$ DBPR$ $530.i=ce Notary$ Trafoltg/Eflu Fee$ Torbnology Fee$ Double Fee$ Structural Review$_ rL FEENOWDUE$2y '9S77. y cL * As Lj c)-7 �t`� 13 `fir ,• VD, 1 c . w Ir Bonding Company's Nam Of applicable) Bonding Company's Address City state ZIP Mortgage I.endees Name(if applicable) Mortgage Lender's Address aty State Zp Application is bmaby trade to obtain a permit to do the work and inialladons as indkm& I oatity that no work or ikon bas oomm d prWr to the Issmance of a pm* and that all work will be perform d to men the standards of all laws rcg l*ft co I r on In this imisdidion. I understand that a mWM permit mast be secured far MZCPRIM WORK,PLUMBING.SIGNS. WIR.I.S,POOLS.FURNACES.BOILERS.HEATERS.TANKS and AIR CONDITIONERS.EW—.» OWNER'S AFMAVn' I caft that all the fomping idwination Is acauate and tlat all work will be done In o wldi all applicable laws mguladng coon and zoning. "WARNING TO OWNER' YOUR FAILURE TO RECORD A NOTICE OF COA+IMENC MIENT MAY RESULT IN YOUR PAYING TWICE FOR MPROVEMEN'1'S TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMEND." Mmk c to AWk wa. As a cmAlm m dw immme of a bulhfibtg parch whk an add otmd vahte extaaedbtg$2504 dw apptkmu prondw In soadfaM that a cW qr&te nedw of cammwemm and cmura dm am hav bro dour wilt be ddhma to the person whose property is subJea to amwkn , Ah m a catty copy of tke remded&%ice of I ma be postal at lice Jab sfte for 11w Jim hupwAsu whI&oc ats smm(7)daps*er die bud ft pem*is how& In the ahwwc of suck posted mdm the bupwdm wHl not b*;7f=ivb&Vccdm,fte will be clwged signahn+e Sigaatmoe Owner or Agent The fotegolog mstrometn was aclmowWgod before me' Tile fbmgoing imtarua�t was ackwwk dpi before me day of �;6y ��,� 4 f &y m_°�by'2 �� wbo,ipersonally me or vim has produced who Is known m me or wbo-bas produced_ As inn and wbo did talm an oaft as ikon and who did We an oadL NOTARY C: NOTABYTMUC. �gtC print: x Print a i �'' Q 0 n 7 a My ! a-EXMM Nov®b r M MI4 C PAt1UNE K.ToFT-f�8!?Il I.800"07ARY F7.Not0ryDiswatatAp00,CO. 9- -my-conk ttatary t o•! t et ti's e 24M18 $ N W Sri V EE-sum APPROVED BY P� tamed Thfa�d tBl tlotery Assn cp °A �W suuc mal Review Clerk �x g Ms W a> okvhW3n2ao12xWvlwdG7nWl)oW&Wasn sea3nmM ''z ,�•�" A�-I� w' ,, $_ � ' a t t 611 �- �: ` Certificate of Occupancy Miami Shores Village L 10050 NE 2 Ave, Miami Shores Fl,33138 Tel:305-795-2204 Fax:305-756-8972 n k Building Inspection Department , This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in ; ". compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type COMMERCIAL CONSTRUCTION Bldg.Permit No. CC-5-12-768 Owner BARRY UNIVERSITY Contractor TURNER CONSTRUCTION COMPANY - Rj Subdivision/Project NONE Date Issued 711112013 Occupancy i JF Construction Type p B Load 16 Occupancy Square Footage 1,250 SQ FT Type 2010 FBC t Description of INTERIOR REMODEL FOR Work y, 11300 NF 9 AVF SLIITF WIFGAND & ANNEX Miami Shores FL 3313& i c , ° Location - � Ic dL Building Officials Approval `�. Not Transferable q POST IN A CONSPICUOUS PLACEf i r. t ,d.:.;sue, ,' :m,,t;;f� - +� :: ,•• r .n ,....s t S �,z rc � i,�s-; '> -�;,: �ry'4 ewe � � »c�,« !y v _ i^ # -:� -n+o4, , .'._.z 4fi��..- -r?4.,-.,. + i1 t,�l:�r�3' i°Y A > y+t '*$'�s"� - �. '�'� i -,q�ja• ,r o I' • �"Asir`«� �rA. .'��,� `1 ?f' ,d @. ,P'Fk: - �i W .�� ,, - t`+ k�_ ��`a��Y�g + .>� ''� � �' 1' _ A. "s -4..— y wm•- ~` -�.-- a t ...t.w. .�r Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-172962 Permit Number: CC-5-12-768 Scheduled Inspection Date: July 11,2013 Permit Type: Commercial Construction Inspector: Rodriguez,Jorge Inspection Type: Final Building Owner: , BARRY UNIVERSITY Work Classification: Addition Job Address:11300 NE 2 Avenue Wiegand&Annex Miami Shores, FL 33138-0000 Phone Number Parcel Number 1121360010160-09 Project: BARRY UNIVERSITY Contractor: TURNER CONSTRUCTION COMPANY Phone: (786)621-9000 Building Department Comments ADD NEW CHEMICAL STOCK ROOM i I Inspector Comments Passed Tay-. Failed E] Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 July 11,2013 Page 2 of 32 oECo TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet",which is attached, to the engineering package. BUILDING DESIGNER(ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and for imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis. The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing includes and is not limited to The Top Chord Plane,The Bottom Chord Plane and The Web Member Planes.The Anchoring/Strapping of trusses to walls, beams; ledgers etc., shall be the responsibility of The Building Designer. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI-95 &WTCA-95 for further information) TRUSS ERECTOR/ INSTALLER(Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-0'1 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or after trusses in anyway. Never concentrate Building Materials,such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" `Trusses cannot be altered from the attached engineering designs, with out proper re-designing by a Florida Registered Engineer.We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer, who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet * Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses&Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 7848: BARRY UNIVERSITY Site Information: Project Customer. LOTSPEICH CO. OF FLORIDA, Job Name :BARRY UNIVERSITY Lot/Block: Subdivision Site Name: Site Address: 11300 NE 2 AVE. MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010rrPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 Psf Floor Load: WA Wind Code: Wind Speed: 190 mph This package includes 11 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that l am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# seal# 1 01/21/13 Al A0005209 2 01/21/13 A1A A0006210 tm F op T I4 t� '�t�e�k',i C.�gIRD�TIONS 3 01121/73 A2 A0005211 �'i �� F.Fe�11�P�8P 4 01/21/13 A3 A0005212 4p po Ff=1 �"TF_1sl T��{ IIP"i A `'�' 'Mh the 5 01/21/13 61 A0005214 l fhrrs� na.� 6 01/21/13 cJ9 A0005216 �,trt Or�rtdrs?ent { 7 01/21/13 J1 A0005216 W�{ rt4 intOS� , ,.r-o��r6r8Eekls 0v tf1e Its zri�c°n ho„ ° . ,N,�_, i� ree� r�5ibl5 for- /21/13 01/21/13 J3 A0005217 �' r� i; ��r�r0C1r?� ,,wrretatad .� 9 01/21/13 J5 MOMS 11dur��.i�roris �tsit;i° a p.5 and techn6qu s°6 i et t�i2 jr.)D rte. 10 01/21/13 V2 AOW5219 rdatn that u7 of performance of 11 01/21/13 V4 A0005220_j r3rier trade roso® 0gcd work, .. . `sl�sR L°'la._6w Ee,��F�iAfr�, 0 EXCEPTIONS TAKEN ❑A�AK CORRECTIONS Got eel r��raG All a E.,#4°61 INC, 5651 i�.�v.°att� �., _J FORT 1JAl1UERCk,4dE,FLOP^(` RIEVISE ANDR ESUBW y �' B JJJ✓ Review is only for general t of the protect and 4`e ° 3 t conc njorm given in the cor-- information 9 to the regtiirell” shown is subject or .stti , specifications.Contractor is resp cor Which shall be coni ands chniquLes tabrication P a other trades an the c ordination of wor a I e of wor 'St a V I TES LC The seal on this in e�C sh L t a c p e ineering responsibility solely for the truss es n n d BY Truss Design En n s Name: hmound Zolfaghari P.E. License Number#: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 NOTE: The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Page 1 of 1 Engineers Name Date Job Truss - P Type Qty Ply BARRY UNNERSITY 0012 7848 Al HIP TRUSS 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MITek Industries Inc. Mon Jan 211423:15 2013 Page 1 ID:dgl vhip6l Tgdm4UPBBmhFzyj_Gu-geFN2o00K7jAQjOm7PPT1 SHnTi10411 KPv10zt73Q 6-0-8 r 8.0.8 Scale=1:26.7 6 4x8 3 6.00 12 W2 1x4 11 12 2 1 B1 ,. 01 01 4 5 02 4 II 1 4 II 2x4 II Li I I I 1-10-1 8 6.8.0 1 0 8 4-2-0 Plate OHaets :0 3-0 0-1-4 LOADING(Psi!) SPACING 2-0-0 CSI DEFL in Qoc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) -0.06 4-5 >781 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.08 4-5 >766 240 BCLL 0.0 Rep Stress Iran YES WB 0.17 HOrz(TL) 0.00 4 We rte BCDL 10.0 Code FBC2010/rP12007 (Melt-M) Wight 38 @ FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural Wood sheathing dirty applied or 6-0.0 oc purBns,except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 10-0-0 oc bracng. WEBS 2x4 SP Not Except NBTek recommends that Stabilizers and required cross bracing be Installed W2:2x8 SYP Not Burin truss erection,in axordance with Stabilizer Installation guide. OTHERS 2x4 SP Not REACTIONS (lb/stze) 4=123104&8(min.0-1-8),5=489M-5-8(min.0-1-8) Max Horz5=6MC 4) Max UpBft4-460(LC 4),5-1027(LC 3) Max Grov4=249(LC 9),5=581(LC 8) FORCES (lb)-Mar.CompJMwL Ten.-AB forces 250(lb)or less except when shown. TOP CHORD 1-25491159.2-12=-3591221,3-12=-3511235,3.4223/461 SOT CHORD 1-5=•149/513 WEBS 2-5=-478x184 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=1 90mph second gust)Vasd=147mph;TCDL=5.Opsf,,BCDL=5.0psh,h=151t;,CaL IV°;Exp C;End.,GCpt=0.18;C-C Exterior(2)0-0-7 to 3.0-7,Interior(1)3.0- vW leaf dxposed;endve HCW ri9M-expos,Lumber DOL=1.33 pfatb grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 100 lb uplift at)otrd(s)except Qt=Ib)4=460,5=1027. 5)'Sefd_rVd pft hbreaks with food heed°Member end drily model was used in the analysis and design of this truss. LOAD CASE(S) Stallard Nlahmound Zolfaghad,P.E. Consulting Engineers 13901 S.W. 108 Kv.. Ntwii,Florida 33176 Phone 305-253-2428 fax j05-23�--t24h Florida Profissiotial B ' License Nei* 36921 apia1 k1 6§ Job Truss Truss Type Qty Ply BARRY UNIVERSITY 0001 • 1 f 7848 AIIA HALF HIP TRUSS Job Reference(optional DECO TRUSS COMPANY INC.,Prirxsrton,FL 33032 7.350 s Sep 27 2012 qpl Industries,Inc. Mon Jan 21 13:50:07 2013 Page 1_ ID:dglvhip81Tgdm4UP88mhFzyj_,Gu-tA7gp1KOVJFFwCdXoFTDrFigSP3Lzifhu2gLFri7YU -2-0 0 4 0 8 4-8.0 200 408 0-58 Scale=1:222 B 4x4 G 3 6.00 12 8 W3 3x4 G 7 T1 2 W1 2 1 B1 5 4 3x8= 2x4 11 46-0 4-8-0 LOADING(psl) SPACING 240.0 CSI DEFL in Poe) I/deti Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.98 Vert(LL) 0.00 5 — 360 M720 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.18 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) -0.00 4 n/a n/a Weight:32 lb FT-O% BCDL 10.0 Code FBC2010/PPI2007 (Matrix-M) L BRACING UMBER TOP CHORD 2x4 SP No2D TOP CHORD Structural wood sheathing d redly applied,except end verticals. BOP CHORD.2x4 SP Not BOT CHORD Rigid celiing directly applied or 740-8 oc bracing. WEBS 20 SP No.2-Except MiTek recommends that Stabilizers and required am bracing be Installed W3:2x8 SYP No2 durhm truss erection in accordanca with Stabilizer Installation olds. REACTIONS (lb/size) 5=4060-5.8 (min.0-1-8).4=151/0-5.8(min.0-1-8) Max Horz5=894(LC 4) Max UpM t5=735(LC 3),4-567(LC 4) Max Grov5=513(LC 9),4=280(LC 9) FORCES (lb)-Max CompJMax.Ten.-AM forces 260(Ib)or leas except when shown. TOP CHORD 2-7=-382/249,7-8=-376t251,3#-372/264,3.4=-243/451,2-5=-471(/55 BOT CHORD 45'x-894(406 WEBS 2-4-16M2 NOTES 1)Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=190mph(3-second gust)Vasd=147mph;TCDL=5.0psf.BCDL=5.Opsf:h=15fh Cat.N;Exp C;End.,GCpk0.18:C-C Exterior(2)-2-0-13 to 0-11-3,Irdetior(1)0-11-3 to 43-4;end vertical right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about Its center. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb upMft at jolm(s)except(gym)5=735,4=567. 5)°Semt-rigid ptic hbreaks with fixed heels°Member end Podgr model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahn ound Zolfagha&P.E. Consulting Enginws 13901 S.W. 108 ,n-v,. Mimi,Flo dda 33176 Phone 305.253.2428 PAX .SUS-233- 2,48 Florida tonal t ' Elmo l et 36921 Job Truss Truss Type Qty =J2o�b UNIVERSITY 0002 7848 A2 HALF HIP TRUSS 1 ererrcs o 7.3 50 s Sep 27 2012 MiTek Industries,Irm Mon Jan 2113:60:32 2013 Page 1 DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:dglvhipSlTgdm4UPBBmhFzyj_Gu-e 8H3ae3c?PIQ2lLm?P4MWE3XURnJbVMeROYMIP,4%5 4-5-0 4 A 10 8 5.0 0-5-8 Scale=1:22.1 -7 4x6 3 6.00 12 9 8 T1 W3 2x4 11 3x4 11 2 1 W2 B1 6 5 1x4 11 4 3x4 II 3x4 11 0 8 8 410-8 0 B 8 42-0 Plate Offsets 2:03-8 p:0-M,04-81,W.0-1-8,0-141 LOADING(psf) SPACING 2-0-0 CSI DEFL U (loa) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.05 4-5 >999 360 MT20 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.83 VerKTL) 0.04 45 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(TL) -0.00 4 n/a n/a Weight 25 lb F1'_lib BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) L BRACING UMBER TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 410-8 oc purihrs, except end verficals. BOP CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or B-1-14 oc bracng. WEBS 2x4 SP Not`Except` Mrrek recommends that Stabilizers and required sass bracing be Installed W3:2x8 SYP No.2 during truss erection in accordance with Stabilizer Installation guide. REACTIONS pbislze) 4=183/0-" (min.0-1-8),5=244/0-5.8 (min.0-1-8) Max Horz5:630(LC 4) Max UpMt4=-596(LC 4),5=,479(LC 3) Max Grav41-325(LC 9),5,311(LC 8) FORCES (lb)-Max.CompJMwL Ten.-AO forces 250(lb)or less except when shown. TOP CHORD 1-2519/141,2-8=-333235,8-9=-328239,3-9=324/248,3-4=-241/485,1-6=-3551145 BOT CHORD 64-871403 WEBS 2-5-4251851 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)33-Wind:2 hderkKl)3-1-2 toN47 1 cantilever left Vexposed;end vertical right exposed: DOL-1.33 plate grip DOL-1.33 pr0.18:C C Exterior(2)0-1-12 to 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joints)except qt--lb)4=596,5=479. 5)"Semd-rdgid pftchbreaks with fixed heels'Member end tbdty model was used In the analysis and design of this truss. LOAD CASE(S)Standard Mahmound Zol%ghari,P.E. Consulting Engineers 13901 S.W. 108 rs'r,. Nliarni,Florida 33176 Phone 305-253-2428 Fax .U5-23,-1248 HIM' PMbSiOfW engineering License No. 36921 A T-ieence No h�6 Job Truss Truss Type Qty Ply BARRY UNIVERSITY 0003 7849 A3 Monop(tch Truss 10 1 Job Reference(optionall DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MITek Industries Inc Mon Jan 21 14:14:35 2013 Page 1 ID:dglvhlolTgdm4UP8BmhFzyj_Gu-ubgov?5CnMCy1orgoYcTLpVeEAS wFLmSRROV9rt7BY 4-&0 4-BA Scale=1:222 5 5x8 2 8.00 12 7 T1 W3 9 N 3x4 1 W1 B1 4 3 3x8= 20 11 4-8.0 4-8-0 LOADING W SPACING 24-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.00 4 ""- 380 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.15 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.04 Home) -0.00 3 We nda Weight 29 lb FT=C% BCDL 10.0 Code FBC2010/rPI2007 (Matrix-M) L BRACING UMBER TOP.CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purl ins,except end vertical's. BOP CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No2'Excepr MRek recommends that Stabilizers and required cross bracing be installed W3:2x8 SYP Not d truss erection in accordance with Stabilizer installation gulde. REACTIONS Plain) 4=19&0-" (min.0-1-8),3=198/0-5-8(min.0-1-8) Max Horz4-274(LC 3) Max UpRft4=-127(LC 3),3=-005(LC 4) Max Gmv4-238(LC 8),3=323(LC 8) FORCES (lb)-Max.CompJMsx.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-279/390 BOT CHORD 3.4=-274!112 NOTES 1)Ufrbelenc ed roof live bade have been considered for this design. 2)Wind:ASCE 7-10;Vuk=19omph(3-second gust)Veld=147mph;TCOL-5.0pst BCDL=5.Opsf h=15ft:COL IV;Exp C;Errol.,GCpi=O.18;C-C Extertor(2)0-1-12 to 3-1-12,Interion(1)3.1-12 to 4.34;canlAever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connedton(by others)or truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except WIN 4=127,3=405. 5)"Semi-rigid pitchbreaks with fbwd heels'Member end fbdty model was used In the analysis and design of this truss. LOAD CASES)Standard s i Mabmound ZolfagbarL P.E. Consulting Engineers 13901 S.W. 108 titi.. Miami,Florida 33176 Phone 305-253-2428 Fax ,05-23o.24h Florida Professional Engineering License No. 36921 Special Inspector License No t;-;h 1 Job Truss Truss Type Qty P UNIVERSITY 7848 B1 MONOPITCH TRUSS 6 Reference(optional DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 asep 27 2012 Mrrek Industries,Inc.Mon Jan 2113:5&09 2013 Pagge�1 ID:dglvhip6lTgdm4UP8BmhFzyj_Gu-1 HN?BI_pN61P9daVgtl4xCM883Ljrz8K1 Iakzt7Tm 44-4 8.5-8 444 4-1-4 Scale-1:32.6 2x4 II 3 6.00 FIT 1x4 2 1 1 I Ix I 4 1 1 tx 4 02 1x ll 7-10-8 5"8 O g O 6.8-0 Plate Offsets MY): [1.0-2-0 Edge] LOADING(PSO SPACING 2-0-0 CSI DEFL in (be) Udell Ud PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.67 Vert(LL) 0.03 4-13 >909 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BE 0.48 Vert(TL) -0.17 4.13 >580 240 BCLL 0.0 Rep Stress Itxx YES WB 028 Horz(rL) -0.01 4 We Na BCDL 10.0 Cade FBC2010/rPI2007 (Matrix-M) Weight:56 lb FT-O% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purMa, except end verticals. SOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied. Except: WEBS 2x4 SP Not 6-0.0 or bmdng:4-13 OTHERS 2x4 SP No.2 MiTek recommends that Stabitlzers and required cross bracing be Installed FInuss erection in accordance with Stabilizer installation guide. REACTIONS (Misize) 1=43010.8-0(min.0-1-8),4-3560-3-0(min.0-1-8) Max Horz 1=683(LC 3) Max Uptlftl=-470(LC 3),4-730(LC 3) Max Gravl=629(1-C 6),4=641(LC 6) FORCES (lb)-Max.CompJMax.Ten.-AN forces 250(Ib)or leas except when shown. TOP CHORD 1-2-45OW414,34=-2461329 BOT CHORD 1-13--183!428,1-1—iBY428,14=-888/671 WEBS 24=-7511970 NOTES 1)Wind:ASCE 7-10;Vuit-190mph(3-second gust)Vasd=147mph;TCDL-5.Opsf;BCDL=5.Opsf;h=15ft;Cat.N;Exp C;Part End.,GCpi=0.55;C-C Extertor(2); Lumber DOL-1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joh*s)except(jt=Ib)1-470,4=730. 4)'Semi-rigid pitchbreaks with fixed heats'Member end fbcity model was used in the analysis and design of this truss. LOAD CASE(S)Standard s Mal momd 701i'aghaYi py_. Cons 19ing En*ws 13901 S.W. 108 ,rte, Miami,Florida 33176 Phone 303-253-2428 Fax .305-23--,�24b F10ft PRIftsionW Engineering License No. 36921 t�tnr T_1(�tn�n ATn �� I I Job Truss Truss Type Oty =Referanca 0005 7848 CJg" DIAGONAL HIP GIRDER 4 DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MITek Industries,Inc. Mon Jan 21 14:25:28 2013 e 1 ID:dg1vhip61Tgdm4UP6BmhFzyj_Gu-IOL1AdORmlb9VJrM6vXgrkaKeoBT9ycirBs?SFzt 1K 3.3-0 4.2-14 9-1-9 3-3.0 011-15 410.11 6 Scale=1262 44 3 424 12 13 W3 3x4 r 12 2 1 ( u B1 c�F 1 FM 14 15 O1 01 20 5 3x6_4 x4 11 2x4 11 n. 02 Q I I ry 2-7-13 &30 9-1-9 2-7-13 0 7 3 5.10-9 Plate Offsets :0-1-2 Ed e LOADING(list) SPACING 2-0-0 CS! DEFL in (loo) Udell Lid PLATES GRIP TCLL 30.0 Plates Ins 1.33 TC 0.93 Vert(LL) -0.03 45 >999 360 MT20 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vergn) 0.06 45 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(Ty 0.01 4 n/a n1a BCDL 10.0 Code FBC20101TP=7 (Matrix-M) Weight:52 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structured wood sheathing directly applied or 5-0-1 oc puritns, except and verticeis. SOT CHORD 2x4 SP Not BOT CHORD Rigid c eftg directly applied or 5-5-12 or.bracing. WEBS 20 SP Not*Except* NfiTek recommends that Stabilizers and required cross bracing be Installed W3:2x8 SYP Not Burin truss erection in accordance wtih Stabilizer Installation e. OTHERS 2x4 SP Not REACTIONS (lb/stze) 4-34/0-7-12 (miry.0-1-8).6-22W7-12 (ndn.0-1-6) Max Horz5=719(LC 4) r Max UpM4=401(LC 4),5-1510(LC 3) Max Gmv4=58(LC 2),5=330(LC 2) FORCES (lb)-N(ax.CompJMax.Ten.-Ali forces 250 lib)or less except when shown. TOP CHORD '1-2=-723/726,2-12=314/254,12-13=-285/221,3.13=-2991213,3.4=-15W440 BOT CHORD 1-5=4888(707,6-14=704/663,1415=704/883,415=-7041683 `WEBS 2-4=-5981582,2-5-479f1087 NOTES 1)Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-10;Vuli=190mph(3-second gust)Vasd=147mph;TCDL=S.Opst BCDL=S.OpsF h=15ft;Cat IV;Exp C:End.,GCpi=0.1S;C-C Exterior(2); cardilever left exposed;end vertical right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at-lb)4=401,5=1510. 5)°Semi-rigid pitchbreaks with fixed heats°Member end tbdty model was used in the analysis and design of this truss. 6)Hangers)or other connection device(s)shat be provided sufficient to support concentrated load(s)54 lb down and 522 lb up at 4-3.4,and 55 lb down and 447 m up at 7-1-3 on top chord,and 406 lb up at 4.3-4,and 8 lb down and 45 lb up at 7-1-3 on bottom chord.The design/selection of such connection device(s)Is the responsibiiityof others. LOAD CASE(S)Standard 1)Regular.lumbar Increase=133,Plate incxease=1.33 Uniform Loads(plf) Vert 1-3=-75,14=-20 Concentrated Loads(lb) Vert 12.23213=5614=24815=37 MahmouW Zolfagh4 P.E. Consulting Engineers 13901 S.W. 108 ,jv` MbIrA,Florida, 33176 Phone 305.253=2428 Ftr aU5-23.-)�24h F od& P obsionw & License No. 36921 Job Truss Truss Type Qty I Ply BARRY UNIVERSITY 0008 • 7848 J5 JACK-OPEN TRUSS 8 1 Job Reference DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MiTek Irnh=tri�,t6m Mon Jan 21 14:00:42 2013 Page 1 ID:dg1vhip61Tgdm4UP8BmhFzy)_Gu-nL u4A0iyOF9cofaV6M749VJANkOFTa9vK9omxd7OZ 5-0-7 5.0-7 Scale=121.6 3 6.00 12 1x4 II 2 W1 B1 1 x II 01 4 01 BE I I 4 1x4 II 02 I I 1-10 2 4 0 5.0-7 1-10-8 8 0.5.8 2-8-7 LOADING(lief) SPACING 243-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) -0.02 4.5 >M 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC •0.39 Vert(n) -0.02 45 >99g 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.06 3 We Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 23 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. WEBS 20 SP Not MRek recommends that Stabilizers and required cross bracing be Installed OTHERS 2x4 SP Not 1 d truss erection In accordance with Stwazer Installation REACTIONS (Ib/size) 3=4710.1-8(min.0.1-8),4=17!0.1-8(min.0-1-8),5=439/0-5-8(min.0-15) Max Horz 6=371(LC 3) Max UpU1t3-146(LC 3),4-23(LC 2),5*-877(LC 3) Max Grev3-112(LC 6),4=67(LC 3),5-521(LC 6) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-3681145 BOT CHORD 1-5=-1341371 WEBS 2-5=-409/635 NOTES 1)Wind:ASCE 7-10;Vuit-190mph(3-second gust)Vasd=147mph;TCDL=5.0psf,BCDL=5.0psf,h-15ft:Cat.N;Exp C;End.,GCpt=0.18;C-C EAedor(2); cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at johtt(s)3.4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=Ib)3=146,5=877. 5)Beveled plate or shim required to provide full bearing surface with truss chord at johd(s)3. 6)"Semi-rigid pitchbreaks with ftxed heels"Member and fbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Mahmiotmd ZD&gh4 P.E> ConsWfing Engineers 13901 S.W. 108 ay.. -2i,Florida. 33176 Phone 305-253-2428 Fax A5-233-.t241s Florida Professional E ce - Li ��e ce�pn,s No. 36921 pw �p ¢�`, Job Truss Trues Type �,Qty Py BARRY U �7 7848 I3 JACK-0 TRUSS 1 Job Ret DECO TRUSS COMPANY INC.,Pdnceton,FL 33032 7.350 a Se 27 2012 MRek Industries,Inc Mon Jan 21 14:01:14 2013 Page 1 ID:dglvhip6lTgdm4UP8BmhFzyj_Gu- o6PmdFrF k!4;ZNvgnRHasky4srJvVu4Zt7O3 3-0.7 Scale=1:16.7 3 6.00 42x4 4 4 1x4 I O1 01 x 5 3x8 11 I I 1-10 8 2-612 3 0 7 1-10-8 0.8-4 0511 Plate Offsets :0-3-6 LOADING(psi) SPACING 2-" CSI DEFL in (loc) Well LJd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.00 5 >999 360 MT20 244H90 TCDL 15.0 Lumber increase 1.33 BC 0.71 Vert(L) 0.00 4.5 >999 240 BCLL 0.0 Rep Stress Inca' YES WB 0.17 Horz(rl) 0.06 3 Me nie Weight 17 lb FT-0% BCDL 10.0 Code F'BC2010/rPMW (Matrix-M) LUMBER BRACING TOP CHORD 20 SP Not TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc pufts. SOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 Mrrek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.2 d truss erection In accordance with Stabilizer Installation Guide. REACTIONS Wstze) 3-16310-1-8(min.G-1-44-19910-1-8 (min.0-1-8),5-64110-5-8 (min.0-1-8) Max Horz5=221(LC 3) Max Uplift3-189(LC 2),4-230(LC 2),5=-150D(LC 3) Max Grev3=343(LC 3),4=461(LC 3),5=742(LC 2) FORCES (Ib)-Max.CompJMax.Ten.-AS forces 250(lb)or less except when shown. WEBS 2-5=42V755 NOTES 1)Wind:ASCE 740;Vult=190mph(3-second gust)Vasd=147mph;TCDL-5.0pst BCDL=5.0w,,h=1 5th Cat N;Exp C:End.,GCpi=0.18:C-C Fxterior(2): cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or mUurs 0 degree rotation about its center. 3)Provide mechanical connection(by o0ws)of truss to beating plate at joint(s)3.4. 4)Provide mechanical connection(by others)of trues to bearing pkte capable of withstanding 100 lb uplift at joints)except(b=ib)3-189,4-230,5--1500. 5)Beveled plate or shim required to provide full bearing surface with truss chord at johd(s)3. 6)°Semi-dgkt pit hbreaks with fixed heeW Member end%ty model was used in to analysts and design of this truss. LOAD CASE(S) Standard Malmomd Zofflogid,P.E. Consuls. aginew 13901 S.W. 108 A-Y.. Floadda 33176 Phone 305253-2428 Fay. A5-215.20 Flordde hofasioml En ' ring License No. 36921 f,#tttd itc #�t� Job Truss Truss Type Qty ply BARRY UNNERSITY 0006 7848 J1 JACK-OPEN TRUSS 8 1 Job Reference o tl DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MiTek Industries,hno. Mon Jan 21 14:01:48 ifB zt?Pagel ID:dglvhipBlTgdm4UP8BmhFzyj_Gu-vFs4W2oru4J3HdZtFYV8gi9MSBflESbadifB0Ezt7NZ 1-0-7 -0-7 6.00 F12 Scale=1:11.8 2 B 1 4 1x4 1 1x4 11 01 01 02 0-8-15 1-0-7 0.8.15 0-3-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (Iod) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.06 Vert(LL) -0.00 6 nh 180 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(M) -0.00 6 Nr 120 BCLL 0.0 Rep Stress hx:r YES WB 0.00 Horz(TL) 0.00 Na Na Weight:8 lb FT=0°A BCDL 10.0 Code FBC2010/rP12007 (Mefriz M) L BRACING UMBER TOP CHORD 2x4 SP NoZ TOP CHORD Structural wood sheathing directly applied or 140.7 oc purtins. BOP CHORD 2x4 SP Not BOT CHORD Rigid tailing directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP Not MITek recommends that Stabilizers and required cross bracing be installed during i m erection in accordance with Stabilizer Installation de. REACTIONS (i 61m) 3-22/0-1-8(min.0-1-8),2-7210-1-8(min.0-1-8) Max Horz3=203(LC 3),2-141(LC 6) Max Up0R3=40(LC 3),2-118(LC 3) Max Gmv3-37(LC 8),2-119(LC 6) FORCES (b)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=190mph(3-second gust)Vasd=147mph;TCDL-5-W,,BCDL=S.OpsF,h=15/tl Cat N;Exp C;Part.F1rcl.,GCp1=0.55;GC Extedor(2);Lumber DOL=1.33 piste dip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joh Ks)3,2. 4)Provide mechanical connection(by others)Of truss to bearing plate capable of withstanding 100 lb upU t at johd(s)3 except(t=Ib)2=118. 5)Non Standard bearing condition. Review requireL 6)Bever plate or shin required to provide fu0 bearing surface with truss chord at Jcnt(s)2. 7)'Semi-rigid pitchbreahs with fixed heels"Member end tbdty model was used in the analysis and design of this truss. LOAD CASE(S)Standard Malmound Zoe Pa C°UW ing Engine 13901 S.w. 108 taV.. Lanni,FlOrida 33176 PhOne 305-253®2428 Fax A5-239- 2,48 Florida FrofessimW E139inee* License No. 36921 T-it•.ertce loin 6u Job Truss Truss Type Qty Ply BARRY UNIVERSITY X10 7848 V4 Valley Truss 3 1 Job Reference o nal DECO TRUSS COMPANY INC.,Prirt�ton.F133032 7.350 s Sep 27 2012 MITek industries,I= Mon Jan 211426:46 2013 Page 1 lD:dglvhip6lTgdm4UP8BmhFzyj_Gu_EVBKyykdylEE8EA7aPuTzHdxrbxhsxN MZgHzt707 4-0-0 4-0-0 Scale=1:14A 4 4x4 2 6.00 12 W1 1 81 3 2x4 2x4 11 I LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Wall Ud PLATES GRIP TCLL 30.0 Plata Increase 1.33 TC 0.38 Vert(LL) n/a - n/a 899 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(rL) We - We 999 BCLL 0.0 Rep Stress iacr YES WB 0.00 Hotz(TL) -0.00 3 We n/a Weight 16 Ib FT°0% BCDL 10.0 Code FBC2010rrP12007 (MaMx) LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheng direcdY applied or 4.0.0 cc PwI ts,except end vetticais. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceMrM directly applied or 10.0-0 oc bredng. WEBS 2x8 SYP Not Mrrek recommends that Stabilizers and required cross bra ft be Installed during truss erection in aaordance with StabIllm Installation guide. REACTIONS (Ib/size) 1=150!44-0(min.0-1-8),3-15W4-"(mhr:0-1-6) Max Ho¢1=237(LC 3) Mart Uptlft1=146(LC 3),3-265(LC 3) Max Gravl-198(LC 8),3-230(LC 8) FORCES (lb)-Max.CompJMwL Ten.-All forces 260(lb)or less except when shown. TOP CHORD 2-3=-199/281 NOTES 1)Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=I"11(3-second gust)Vasd=147mph;TCDL=5.Opsf,,BCDL=S.Opsf;h=1 5T0 CaL IV;Exp C;Encl,GCpk0.18;C-C Extedor(2); cantllever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plata checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom dtord bearing. 5)provide medumical connection(by others)of truss to bearing plate capable of wfthstartdirtg 100 Ib uplift at jotnt(s)except Qt=1b)1=146,3=265. 6)— right p tchbmaks with fixed heels'Member end tixfty model was used in the analysts and design of this truss. LOAD CASE(S)Standard Mabmound Zoffagbat p,Ee Consulting Engines 13901 S.W. 108 jtva. Mi 1,Florida 33176 Phone 305-253-2425 Fax A5-23.) �24b Florida fthm0n>i1 EnOeering License No. 36921 "14 �4fAnse No 616 Job Truss Truss Type Qty Ply BARRY UNIVERSITY 0008 7848 V2 Vafiey Truss 3 1 Job Reference(optionap DECO TRUSS COMPANY INC.,Princeton,FL 33032 7.350 s Sep 27 2012 MITek Industries,Inc. Mon Jan 2114:25:13 2013 Page 1 ID:dg1vhip8lTgdm4UP8BmhFzyj_GU DW_p9gPXOaRardIAYF4CMwpWLtOPovg9h 9uAzt71a 2-0-0 2-0-0 Scale=1:9.4 4 2 2X4 8.00 12 W7 y. 1 d - B1 3 2X4 20 II I - Plate Offsets WO:12.0-1-404-01 LOADING(pafl SPACING 240.0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.05 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress[nor YES WB 0.00 Horz(iL) -0.00 3 n/a n/a BCDL 10.0 Cade FBC2010/TPI2007 (Melt) Weight 7 lb FT=0% LUMBER BRACING TOP CHORD 2X4 SP Not TOP CHORD Structural wood sheathing directly applied or 240-0 oc purflns, except end verticals. BOT CHORD 2X4 SP Not BOT CHORD Rigid calling directly applied or 1040-0 oc bracing. WEBS 20 SYP Not MRek recommends that Stabilizers and required am bracing be installed d truss eredlon in accordance with Stabilizer installation guide. REACTIONS (lb/shm) 1=5512-0.0(min.0-1-8),3=55/240-0 (min.0-1-8) Max Herz 1-:87(LC 3) Max Upfift1-54(LC 3),3-97(LC 3) Max Grav1=72(LC 8),3=84(LC 8) FORCES Qb)-Max.CompJMax.Ten.-Ali forces 250(lb)or less except when shave. NOTES 1)Unbalanced roof five loads have been considered for INS design. 2)Wind:ASCE 7-10;Vult=190mph(3-second gusQ Vasd=147mph;TCDL=5.0psF,BCDL=5.0psf h=1511;Cal IV;Exp C;End.,GCpi=0.18;C-C Exterior(2); cantllever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a pure or minus 0 degree rotation about Its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by often)of truss to bearing plate capable of withstanding 100 lb uplift at joings)1,3. 8)"Semi-rigid pttchbreaks with fixed heels°Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard e Mabmound Zoffioad,pl. Consl0mg En&em 13901 S.W. 108 iiv, I aM4' Florida 33176 .Phone 305-253`2428 FaX A5-213- 248 Florwo hafessiorw En License No. 36921 o V, $5g i STANDARD LATERAL WEB BRACING 2x4 LATERAL BRACE TRUSSES ® 24° O.C. TYP. PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0° INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0° FOR FORCE GREATER THAN 2509 lbs. END OF BRACING MEM. SHALL BE CONNECTED A FIXED LATERAL BRACING DETAIL RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL 10d ® 6° O.C. TYP. TRUSSES ® 24° T—BRACE SAME SIZE O.C. TYP. AND GRADE AS WEB. WEB (2x6 MAX.) T— BRACE WITH �10d NAILS @ 6° °� '� WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LEHGTH OF THE WEB. THIS DETAIL IS TO B5 USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. i MINIMUM GRADE OF LUMBER TPI-2007 0o Mohmoud Zolfoghori T.0......SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave. Revised: Miomi, FL. 33176 B.0......SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 WEBS...SEE STRUCTURAL SHEET. 03/2012 O Do P.E. No. 36921 LOADING PLF STIR. 00 . INCR.: 33% L D. DRAWN BY: G.L.H. 2 T.C. 30 15 CHECKED BY: J.A.I. B.C. 0 1 0 REP. STRESS: YES SPACING: 24 INCH 0 C. MITek Industries Inc. Approved for MITe` -Industries Inc. STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA SEE NOTE (o). STRAP 0 48" O.C. 11 11\4 SEE NOTE (c) BELOW. - 1 3x5 SUPPORTING TRUSSES 6 2'-0" O.C. MAX. nT7 NOTES: (a) Provide continuous bracing on verticals over 6'-3". Connect bracing to verticals w/2-8d nails and bracing must be tied to a. fixed point at each end. PARTIAL ROOF LAYOUT' (b) Max. spacing for verticals studs =8'-0". On trusses with spans over 24'-0" the verticals should be spaced at 6'-0" o.c. max. (c) Conn. for wind uplift w/ min'. 1 1/4", 16 ga. twist strop at 4'-0" intervals w/4 10d nails each side of strap. Max. 1Q0 mph wind speed 20'-0'.' max. wall height. (ASCE 7-10). 12 VALLEY TRUSSES AT r — I PITCH 2'-0" O.C. MAX. Note: Plywood sheathing may be — extended below valley trusses. Provide opening for straps to connect to trusses below. SUPPORTING TRUSS 6" WEDGE NAILED TO TRUSS W/2-8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER 13901 S.W.Zolf8 Ave.13901 . 108 Av REFER TO ENGINEERING FBC-2010 Miami, FL. 305-253-2428 428 SHEETS. DECO TRUSS COMPANY P.E. No. 36921 13980 S.W. 252 ST. LOADING (PLF) STIR. INCR.: 33% PRINCETON, FL. 33032 L. D. DRAWN BY: T.C. 30 15 CHECKED BY: B.C. 0 10 REP. STRESS: YES SPACING: 24 INCH 0 C. r t Alk ELM Al Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP/JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0"AND 7'-0"SETBACK,USE USP HJC26 UNIVERSAL HIP HANGER,ON BOTTOM CHORD.TOP CHORDS NAIL WITH THREE(3)-16D NAILS AND USE USP RT7(L/R)HURRICANE CLIP FOR HIP CORNER JACK 9'-0"AND 11'-0"SETBACK,USE USP 1-JC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD.TOP CHORDS NAIL WITH THREE(3)-16D NAILS AND USE USP RT7 (LJR)HURRICANE CLIP 2. FOR V-0"TO 9'-0"SIDE JACKS,NAIL TOP&BOTTOM CHORD WITH THREE T (3)-16D NAILS AND USE USP R7(IJR)HURRICANE CLIP AT TOP & BOTTOM. 3. FOR COMMON JACKS 5'-0"TO 7'-0",USE USP CLPBF BUTTERFLY HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE(3)-16D NAILS AND USE USP RT7(UR)HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0"TO 11%0",USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE(3)-16D NAILS AND USE USP RT7(UR)HURRICANE CLIP AT TOP NOTE: Refer to attached Miami-Dade County Product and/or Florida { Approvals for nailing and proper use of hangers. Hanger I Strap State of Florida or Miami-Dade County I.D. Number Approval Number HJC26&HJC28 Miami-Dade Approval Number 11-0510.01 SKH26 UR Miami-Dade Approval Number 11-0510.01 RT7— Hurricane Clips Miami-Dade Approval Number 11-0510.01 CLPBF—Butterfly Hanger Miami-Dade Approval Number 08-0206.07 i i HJC HIP/JACK ALLOWABLE LOADS, DIMENSIONS(inches FASTENER SCHEDULE ' SP ALLOWABLE LOADS pbs)3.4 STOCK STEEL Carried Trusses NUMBER (SAGE W H D Cartyln9 Tntas Jack Hip Download U RRZ �„ '.+: a OtY Type 'MY CAY Type Co°i.0 CD=1.15 0.=1.26 CD=1.6 HJC26 12 e7— fi/8 V14 18 18tl Common T 5 10d Common 2090 2 2005 HJC28 12 6 71/8 3r14 2D 16d Common 8 8 10d Common 3220 3705 3965 2010 .. : FOR$I: 1 inch=25.4 mm,l lbf=4-45 N,1 psi=6.88 kPa 2 rA 10d Common Nag is a mail with a diameter of M148°and length of 3". A 16d Common Nag is a nail with a diameter of 0.162°and a length of 311='. 8 tl 2Loads have been increased as shorn In accordance with code. ^< ° r 15%and 25%for snow and construction loads. No further increase Is permitted. ° 60%for wind or seismic loading. No further increase is pemrgted H 'The lumber species is Southern Pine 4The published load is for the total of the hip at 45 degrees and jack at 90 degrees combined. ° sTtm minimum header thictavess shag be 2 Inches for the 16d common nags. , y(f JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS WC TYPICAL HJC INSTALLATION 4DIMENSIONS ches) FASTENER SCHEDULE'2 SP ALLOWAB LE LOADS(ibs.)4 STOCK STEEL Header' Joist Downloao3 UPWA NUMBER GAGE A T� Coul.o CD=1.15 GD=1.28 CD=1.6 Qty TYPe �y JUS24 18 4 1 4 10d Common 2 1 Dd Common 710 815 WA JUS25 18 14 1 4 10d Common 4 led Common 925 1065 1080 104D JUS28 18 19/18 618 1/a 1 6 10d Common 4 10d Common 1170 1350 1465 1180 PRODUCT I wrn JUS210 18 191 •T3/a 1314 1 8 10d Common 4 10d Common 1420 1635 1700 1115 as 00"*yiRl;wial For SI: 1 Inch=25.4 mnb 1 Ibf=4.45 N,i pet=6.89 kPa 8 Coda to 1od Common nag long and Is 3 inches lo and 0.148 inches in diameter NOA No.11-0510.01 A°a 27he 1 Od Common Nabs nails driven Into the joist shag be Installed at 30 to 46 degrees horizontally toward the header. Expiration Date:June 04,2016 31.oads have been Increased as shown In acoardence with code• 15%and 25%for snow and construction toads. No further increase is permitted. ApproVal Date:July 21,2011 B Pfl)dva w%for wind or seismic load'vrg. No ftrtther increase is parmgied. *The lumber species is Southern Puts 5 5Upff,loads for COnne010r5 listed as WA had an uplift capacity less than the required 700 pounds. x;; A. �. UNITED STEEL PRODUCTS COMPANY tt r. "�'•', 4�'_ _ 14305SOUTHCROSS DRIVE-SUITE 200 BURNSVILLE,MN 55306 PH:8DO-326-5W4 NAME: FACE MOUNT HANGERS HJC JUS it ! A. •.. F - - .�_—g�/f DATE: STEVEN A.BREKKE 3128/2011 PROFESSIONAL ENGINEER LICENSE NO.70432 W D 'Y • �, _ •V- - DRAWING NO.: rj---'• >p:.. �-.� SHEET: • '-••ti• • .•• 1 OF 2 MD-HJC-JUS SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS A SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONS indres FASTENER SCHEDULE SP ALLOWABLE LOADS 11181 a STOCK STEEL Header joist . Downloads Uplifts NUMBER GAGE W H D Type Cp=1.0 Co a 1.1 Co a 1.25 Cp a 1.8 Face Type Qty SKH26LIR 16 1 1 8 5 16d Common 6 10dx1-112 895 1030 1120 For S1:1Inch=25.4mm,1 psi=6.89kPa,tIbf=4.45N ` °• " �'�` 'A 10dx1-112"Common nails Is 11/2 inches long and 0.148 inches in diameter The led Common nail is 0.162 Indres In diameter by 3'/2Inches big.a J 2Loads have been increased as shown In accordance with code. Aw- 15%and 251'.for snow and construction toads. wo further Increase Is permitted. 60%for wind or seismic loading. No further increase is permitted. :•i �.:11 3-ft lumber species is Southern Pine :�:; rQ::_ C . t E14 SKH26R INSTALLATION D` DRIVE NAILS AT ANGLE w\l SKH26R INSTALLATION `c- TOP VIEW JL JOIST HANGER ALLOWA13LE LOADS SKH FASTENER SCHEDULE" ALLOWABLE LOADS(tbs)a PJL24 OCK STEEL DIMENSIONS(Inches) Header Joist Download 2 Uplift MBER GAGE Cp=1.0 OD-1-15 Cpa125 Go=1.6 W H D Qty Type Qty Type 20 1/ 3 1 1 4 10d Common 2 load 1 490 565 615 NfA L25 20 18/ 431 1'1 6 10d Gammon 4 10dx11 740 850 925 700 L28 20 1s1 ,1 1'/ 10 10d Common 6 10dx111 1230 1415 1515 940 W > E J1210 20 101 0 1'/ 14 10d Common 8 10dx1'/ 1720 1980 2070 1170 a p For Sh 1 Inch=25.4 mm-I Ibr-4.45 N,1 psi=6.89 kPa. to 10d Common nail is 3 Inches long and 0.148 Inches In diameter NOA No.11-0510.01 A IOW'12 nail is 1,12 inch"song and 0.148 Inches in diameter 2Loads have been Increased as Shown in accordance with code. Expiration Date:June 04,2016 15%and 25°/.for snow and construction loads. No further increase Is permitted. ® Approval Date:July 21,2011 60%forwindor seismic loading. No further Increase to permitted, sloe lumber species is Southern Pure m °Uplift loads for connectors rested as NIA had an uplift capaW lass than the required 700 pounds. ® 0 ® UNITED STEEL PRODUCTS COMPANY ® g 14305 SOUTHCROSS DRIVE-SUITE 200 ''�•r'••:',=`c..,,•' H 1 - < BUt2NSVOlE,MN 55306 PH:800.328-5934 m � NAME: FACE MOUNT HANGERS SKH JL DATE STEVEN A BREKKE 3128120 f- ^`w D 11 PROFESSIONAL ENGINEER -n ;1.' • �� LICENSE NO.70432 SHEET: DRAWING NO.: r 2aF 2 MO-SKH-JL JL - TYPICALJL INSTALLATION 1, V STRUCTURAVOUSP L �N kCampaey 'P. Ir= Typical RMA Typical RT4 Typical RT5 Typical RT6 trusstrafter truss/rafter to truss/rafter truss/rafter g to double to double to plate installation plate installation plate Installation plate installation z JN ' s e� l 21/2 c 1/Z' 27/51, a g3 J 5' 4 r a 11/4" r 1315 d f 9116° °b ��2.;� RMA RT4 RT5 RT6 ij* e i Typical R77 Typical R77A "'` Typical RTTO truss/rafter truss/rafter Typical RIBA truss/rafter to double to double stud to double to double plate to plate Installation plate Installation plate installation stud installation 19/1 19l1G r2311 4-(\: 4 514, v v+F ; a 21511 ''A 61/2 ', 713h6 10 /4 3 (`m 1 1/2 1 1/4';/' 1 RT7 RMA RMA T>0 continued on next page 1-800-328-5934•www.USPconnectors.com 1 ISP CONNECTORS' V Fastener Schedulaw Allowable Loads(Lbs.)' Trussl Top Plate Masonry Block Lateral 160°16 Uplift DF-LI SP S-P-F USP Steel Stock No. Ref,No. Gauge qty Type qty Type ally Type F1 F2 F3 1606/6 1606/ Code Ref. RT16M HPA9KT 18 9 10d x 1-112 -- -- 4 1/4°x 1-3/4"Tapcon 630 480 115 1395 1395 F19 9 10d x 1-112 4 16d 2 114"x 1-3/4°Tapcon -- -- -- 1360 1360 1)Allowable loads have been Increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-112 nails are 9 gauge(0.148°diameter)by 1-1/2"long. 3)Install with 1/4'x 1-3/4°Tapcon@ concrete Screws in accordance to manufacturer's installation specifications. 4)Fasteners to be installed to fully grouted and mirforced concrete masonry. 0 These anchors be trusses and rafters to top plates and may be used to tie ' H wood framing members to resist uplift and lateral forces. 4 Materials: See chart { 41 r1 tl � Finish: G90 galvanizing; RT7A-GC&RT15-GG—Gold Coat m Options:, HHCP2,RT3A,RT4,RT5,RT7,RT7A,RT10,RT15,RT8A, 7 ' RT16A, and RT16-2 are available in Triple Zinc.To order, ® add TZto stock number,as in RT10-T7- RT3A, RT4, RT5, RT7, RT8A, RT10, RT16A, and RT16-24� �L are available in Stainless Steel.To order, add SSW stock number, as in RT7-SS. Typical HC520 Codes: ESR-1881, ESR-1465, 2031 C,FL565, FL821,FL817, gable brace installation FL859, Dade County, FL 07-0306.10, L.A.City RR 25779 � 1 9/t6" 1 5J8n r . 4t. i Typical HCPRS Typical HC520 stud to plate installation HCPRS stud to plate installation HC520 F F� o a � Wo r t uplift 15/g„ /� Wall To Plate F ;': P�; 6 5/8 Gx ��I,netall ?ftagonatiy acroc�°PromM e�� '�,�, ,�'t�la,�lr�itrbo bobh suer of�eittgle ply�4� Typical HHCP2 HHCP2 vthcrfir mlrumamrr�'1 ns�rnio., #� ryra wtuxesulirtaeduced values F truss/rafter to double plate 'natalratign ylaff�,u l� '� corner Installation Hurricane Anchor Installation to achieve twice the load (Top View) 1-880-328-5934•www.USPconnectors.com continued on next page USP2ns-»1 1 1 USP ® � sTRUCruaa -� l "--•� �... -Materials: See chart Finish: G90 galvanizing^ r: a Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3"can have one ., flange inverted with no load reduction. - Specify right(R)or left (L). Codes: ESR-1781,FL9835, FL13285, r ' Dade County,FL 06-0921.05,L.A.City RR 25843 Typical THD210 installation Installation: P - •Use all specified fasteners.See Product Notes,page 11. ® I Some;model'designs d H s I 1) fllustration;_showrn.'_. �°`� 9 N f F.la• D W"Y O Iy 3 00 • 0 •�• THD28 O Dlmenstone Fastener Schedulex''., Allowable Loads(Lbs.) Header Truss DF-LISP joist] USP Steel Floor Roof Uplift' Code Truss Size Stock Na Ref.No. Gauge W H D Qty Type Qty Type 100'k 115% 125°/6 160% 2x6-8 17D-26 HTU26 16 1-518 5-1116 3 18 1 16d 12 10dxl-1121 2485• 2855 3060 2170 2x8-10 THD28 HTU28 16 1-518 7 3 28 16d 16 10d x 1-112 3865 3965 3965 2330 6' 2x10-12 THD210 HTU210 16 1-518 9 3 38 16d 20 14d x 1-12 5075 5115 5115 3095 5 (2)2x6.8 TFM6.2 FIHUS26-ZKT•U26-2 14 3-7116 6.316 3 1B 16d 12 10d 2540 2920 3175 2285 FIB, (2)2x8-10 - 76—d 16 10d 3950 4540 4935 2595 THD28-2 HHUS28-2,HTU28.2 14 3-7116 7-118 3 F30 (2)2 x 10-12 THD210-2 HHUS210.2,HTU210.2 14 3-7116 9-118 3 38 16d 20 10d 5360 6160 6700 3610 D2. 4 x 6-8 THD46 HHU846 14 3-518 5.5/16 3 18 16d 12 10d 2540 2920 3175 2285 R5 4 x 8-10 THD48 HHUS48 14 3-518 7-1/16 3 1 28 16d 16 10d 3950 4540 4935 2595 400 10-12 TH0410 HHUS410 14 3-518' 9.1116 3 38 16d 20 10d 5360 616Q 6700 3610 4 x 12-14 THD412 -- 14 3-618 11 3 48 16d 20 10d 6770 7045 7045 3810 4 x 14-16 THD414 -- 14 3-518 12-7/8 3 68 16d 20 10d 7045 7045 7045 3810 5,F30,R5 (3)2 x 10-12 THD210-3i HHUS2103,- 12 5-118 9 3 38 16d 20` 10d 5660 6510 7045 3850 5,F16,F30,D2 R5 6 x 10-12 THD610 HHU55.50110 12 5 12 9 3 38 16d 20 10d 5660 6590 7080 3910 5,FIB, 602-14 THD612 -- 12 5-1/2' 11 ` 3 48 16d 20 10d 7150 8225 8415 4065 F10,F30,D2,R5 6x14-16 THD614 -- 12 5-12 12-718 3 58 16d 20 10d 8415 8415 8415 5;F30,R5 7x9-1I4`.74 THD721U HHUS72 I O 12 7-114 9 3 31t 16d 20 10d 5660 6510 7080 3410 51 F18,F30,DZ R5 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shat be permitted. 2)10d x 142 nabs are 9 gauge(0.148-diameter)by 1-1T long. 3)Minimum nall penetration is 1-518"for 16d nets. a Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. Option Skewed' Sloped Seat''' Sloped I Skewed— Inverted Flange Not available in widths<3. Range 1'b 45• 1'1045' See Sloped Seat and Skewed Widths>-3 can have one flange Inverted. 100°!0 of table bad. Allowable 85%of table load 65%of table bad 65%of table load 65%of table load when Loads nailing into the support members end grain. Add SKangle required, Add SL slope required, Add I/Fpne flange, Ordering and right(R)or left(L), and up(U)or down(D), See Sloped Seat and Skewed. right(R)and left(L), to product number. to product number. Ex.THD410-SK45RSL30D to product number. Ex.THD410-SK45R Fit.THD410-SL30D Ex.THD41011FR 1)Skewed hangers with skews greater than 156 may have all joist nailing on outside flange. 2)Sloped or sloped/skewed hangers with slopes greater than 156 may have additional joist nails. 3)Ali sloped,skewed,or combinations require bevel cut or soars art on joist In all applications. 1-800-328-5934•www.USPconnectors.com e s IS WKA W1 SF1' e UPSTRUCTURAL CONNECTORS A WOW ...^g_ The MUS&HUS hanger series offers double shear nailing. ` ` Rair,ed v ® dimple allows USP's raised dimple allows for 300 to 450 nailing through t °II , ° 4 " 30°to 45 the joist into header, resulting in higher loads and less All r°rj °1 h nailing nailing. f ly3 ?1 r r Materials: See chart Finish: G90 galvanizing Codes: ESR-1881, FL9835, Hf/S 1 Dade County, FL 06-0921.05 Typical HUSinstallation Installation: (NJISsimflar) +c C },; e •Use all specified fasteners. See Product Notes,page 11. ;, a •Joist nails must be driven in at a 300 to 450 angle through l,rhr z the joist or truss into the header to achieve listed loads. k N Standard length "double shear" nails must be used to H s achieve listed load values. Doubi6 shear nail design _ (leer,standard n features d fewer nails an ' length nalle 2" 'm_ faster installation n MUS 10 .o a e.e• o Dimensions Fastener ScluRiule' Allowable Loads(LbaI Headar Truss DF-LISP S-RF Floor Roof UPII@ Floor Roof UPist Code Jowl USP Steel Truss Sim Stock No. Ref.No Gauge yr, H (uy .Type Qty Type 100°b 115% 125% 160% 1110°7 115% 125% 16% MUS26 MUS26 18 1-9M6 5.1116 6 10d 6 tOd 1285 1475 1605 865 1100 1265 1375 725 110 e 6,F15,F16, 2x6-8 HUS26 HUS26 18 1-58 5 7/16 14 16d 6 16d 2635 3030 3295 1925 2260 M 2810 1615 D2,R13 MUS28 MUS28 18 1-9116 7-1116 8 10d 8 10d 1710 1970 2140 1230 1465 1665 1630 1035 110 2 x 6-10 HUS28 HUS23 18 1-5J8 7-3116 22 16d 8 16d 3970 4345 4345 2570 3410 3850 3650 2160 2X10-12 HUS210 HUS210 16 1-58 9.3116 30 16d 10 16d 5310 5510 5510 3205 4095 I 4420 4630 269D 6,F15, 1314 x 5.12-7-114 HUS175 HU1.8115 16 1-13116 5-318 14 16d 6 16d 2635 � 3295 1925 2260 2600 2810 1615 F18.D2, 1314x7-114-11-114 HUS177 -- f8 713/16 7-1$ 22 16d 8 16d 3975 4345 4345 2570 3410 3650 3650 2160 R13 1-314x9.114.-14 HUS179 HUS1.81110 16 1-13116 9418 30 16d 10 16d 5310 5510 5510 3205 4410 -4630 4630 2690 1)Uplift loads have been increased 60%for wind or seismic toads,no further increase stroll be permitted. 2)Minimum nail penetra8on is 1-518'for 16d nails. 3)Nags must be driven at a 30°b 45°angle through joist or truss Into header to achieve the table loads. 4)HUS175,HUS177,and HU3179 load values assume the joist is 1-314'wide and has a beating strength of not less than 675 psi. New products or updated product Information are designated in bold font :7. The butterfly hanger's flared header flange design allows for added nailing. Excellent truss-to-truss hanger for 2x4 puriin or truss bottom chords. i �r t� � Materials: 18 gauge Finish: G90 galvanizing Codes: ESR-1881, FL574, Dade County,FL-08-0206.07 Installation: Typical CLPBF installation •Use all specified fasteners.See Product Notes,page 11. Fastener Schedule' Allowable Loads(Lbs.) ' Header Joist DF.LISP 4 SUSk P N Steel y yp Roof Uplift! Code Flor Joist Size Gaud Type 100% 115% 125% 160 A Ref. f 6,F7,F15, 21/2" 2 x 4 CLPBF -- 18 12 i0d 6 10d x 1-12 ` 815 815 815 215 D11,R13 1)Uplift bads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2 /2' 2)Minimum nail embedment shall be i-1/2'for 10d nails. 19hG CLPBF ® 1-800-328-5934 www.USPconnectors.com ® . . ■ 11 14 GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCI6N YARRIOSTRE PARA TRUSSES DE CUERDAB PARALELAS 3X2 Y 4X2 Trusses are not marked in any way to identify the Los trusses no eWn marcadas de ningdn modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 10(3m)or Diagonal bracing Repeat diagonal bracing frequency or location of temporary lateral restraint Ideri0que la frecuenda olocalizad6n de restrlcd6n lateral DON'T overload the crane. ® Refer 15' 4.5 m)' every 15 truss spaces 30' and diagonal bracing.Follow the recommendations yarNostrediagonal temporales.(Ise lasrewrnendadones 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 to BCSI-B7***for (9.1 m)max for handling,Installing and temporary restraining demanejo,iralalad6n,restrlai6n yardostre temporal de NO sobrecargue/a gr0a. "- trusses with short member temporary lateral restraint(see below).4)Install top drord diagonal more information. and bracing of trusses.Refer to BCSI-Guide to los truss.Ilea el folleto B[SI-Gina de Buena Prr'ecctltlra bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five Good Practice for Handling Installing Restrelnina el MangJQ Iristalad Reslicrl6n yArrlostre de los NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see trey el resumer &eradng of Metal Plate Connected Wood Trusses de Madera Conectados con Plows de Metal*** NUNCA use las acaduras para levantar un paquete. �� below).7)Repeat process with groups of four trusses until all trusses are set. BCSI-B7***pars Mm $**for more detailed information. pars Infgmtadbn mis detallada. 1 Insfale los arriostres de tlerrv.2 Iratale ei r/mero truss ate uramente al arriostre de �Infomrad6n. 0 A single lift point may be used for bundles of J J P Y s1 Ti ass Design Drawings may specify locations of Los dbujos de dlser3o de los trusses pueden espedAmr top chord pitch trusses up to 45'(13.7 m)and da, ,f tlerra.3)Dtstale los pr6ximos 4 trusses con restricddn lateral temporal de mlembro corto(vea Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizadones de restricd6n lateral permanence o parallel chord trusses up to 30'(9.1 m). abajo).4)Insta/e el arriostre diagonal de/a cuerda superior(vea abajo).5)Instale anbsbe webs at end of cantilever and at individual bus members. Refer to the BCSI- refuerzo en los mlembros lndhdduales del truss.Yea la Use at least two lift points for bundles of top diagonal para los pianos de cos m/embros secundarios para estabilice los primeros dnco trusses bearing locations. All lateral nts 83***for more information.Ali other permanent hoja resumen BCSI-83***pat mds Infomodon.El chord pitch trusses up to 60'(18.3m)and paral- ®WARNINGI Do not over load supporting (vea abajo).5)Instate la resWcd6n lateral temporal y arriostre diagonal para la cuerda inferior lapped at least two trusses. bracing design is the responsibility of the building resto de los d/seflos de ardoslras permanentes son la structure with truss bundle designer. respornabiiidad del dlselfador del edifido. let chord trusses up to 45'(13.7m).Use at least (vet abajo).7)Repib clste proc�lmiento en grupos de cuatro trusses hasty que todos la *Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.mat for 3x2 chords three lift points for bundles of top chord pitch f40VERTENCW No sobrecargue la trusses est€n instalados. and 15'(4.6 m)o.c.for 4x1 chords. trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de ® Refer to BCSI-B2***for more information. ° -WARNINGI The consequences of Improper >451(13.7m). tn�• yea el resumer BCSI-82***pat mks Informad6n. INSTALLING - INSTALACION Out-of-Plane - handling,erecting,installing,restraining Puede user un solo lugar de levantar para pa- ® Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES 0 Tolerances for Out-of-Plane. Out-of-Plumb Max.Bow Truss Length and bracing n result in a collapse of the quetes de trusses de la cuerda superior hasta 45' Puse uetes de trusses en una d6n Pa g Pa9 P RESTRICCi(SN/ARRIOSTRE PARR TODOS PLANOS DE TRUSSES Tolerandas para Fuerade Piano. 314" 12.5' structure,or worse,serious personal Injury ' Y de cuerdas paralelas de 30'o manor. estable Max.Bow Dt50 D(ft) 19 mm 3.8 m or death. Use par to mends dos puntos de levantar con 0 This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses(PCTs). Length- grupos de trusses de cuerda superior indinada _ ...... 1l 1/4" T 7/8" 14.8' - L See top of next column for temporary restraint and bracing of PCTs. J o a mm 0.3 m 22 mm 4.5 m UtDVERTENCW El resultado de un manejo, hash 60'y trusses de cuerdas pardlelas hash Len ->• Aevantamlento,instalad6n,restrfcci6n y anisobe 45'Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior indinada Este m6todo de restricd6n y arriostre es pars todo trusses excepto trusses de cuerdas paralelas max.B0N Max eau ; 1/2" 7 1^ 15.T incorredo puede ser la caida de la estrudura o -a}r+e"o f " mas de 60'y trusses de cuerdas paralelas mss de 45' (PGTs)3x2 y 4x2.Ilea la parts superior de la column pars la restricd6n y arriostre temporal de PCfs n n o l 13 mm 0.6 m 25 mm 5.1 in) - aun peor,heridos o muertos a I 3/4" 3' 1-1/8" 18.8' ®CdpNiti M Exercise ore when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 1)TOP CHORD-CUERDA SUPERIOR Plumb 1s. 0.9 m 1-mm 5.7 m line 1" 4' 1-1/4° 20.8' banding and handling trusses to avoid RECOMENDACIONES PARR LEVANTAR TRUSSES INDIVIDUALES Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing 0 Tolerances for 25 mm 1.2 m 32 mm 6.3 m damaging trusses and prevent injury.Wear Longitud de Tramo Especlamiento delArr/ostre Temporal de la Cuerda Superior Out-of-Plumb. 1-1/4" 5' 1-3/8" 22.9' personal protective equipment for the eyes, F • Using a single plat point at the peak can damage the truss. Up to 30' Dl5o max 32 mm 1.5 m 35 mm 0 m feet,hands and head when working with (9 1 m 10'(3 m)o.c.max. P 1-12" e' 1-112^ 25.0' trusses. El use de un solo lugar an el ptco para levantar puede So'or lees 38 mm 1.8 m 38 mm .6 m ham.dafl0 al buss. 30'(9.1 m)- &(2.4 m)o.c.max. 1-314" T 1-314" 29.2' rANlf m Utllke cautela al quitar las ataduras 45'(13.7 m) CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m o los pedazos de metal de sujetar pars evitar darTo a 45'(13.7 m)- 6' 1.8 m o.c.max. CARGA DE CONSTRUCC76N 2' i8' 2" x33.3' Ibis trusses y prevenir la herida personal. Ueve APprox.ire. 60' 18.3 m ( ) 51 mm t2.4 m 51 mm 10.1 m el equipo protective personal para Ojos pies, A vase length 0 DO NOT proceed with securely an until all lateral IIOo M1 Use BA(�j>C LJ,p Utllice ragune 60' 18.3 m - restraint and brad is secure/ and properly in lace. manor y rabeza cognac trabaja con trusses ��......��..(( Trusses uP To 30 te.a my-� ( ) 4'(1.2 m)o.c.max. n9 Y P _Maximum stack Fleighs- _ special pre in culdado petal en TRUSSES HASTA 30 PIES 80'(24.4 m)* NO prOCeda tort la co»strual6n hasty que tgdas las restrlc- for Natedai on trusses windy weather or digs tiles el6 tr testa *Consult a Registered Design Professional for trusses longer than 60'(18.3 m. near power lines de cables el6ctricos o Asap, * e9 9 9 ) acres late2Jes y los arrlostres est6rr celocados en forma material Height and airports. de aeropuertos. Locate Spreader bar 19(3 m) Consulte a un Profession/Registrado de DiserTo pare trusses Inds apropiada y segura. -'3`��dar mHebweM or tic O.C.max. de 60 pies � DO NOT exceed maximum stack heights.Refer to BCSI-84*** Gypsum Board 12°(305 mm) T0-��► rim See SCSI-B2***for TCTLR options. for more Information. Plywood or osa 16'(408 mm) Yea el BCSI-B2***para Jas opciones de TCTIR. NO exceda las alturas m6xlmas de mont6n.Vea el resumen Asphalt Shingles 2 bundles Spreader bar Sp<eadar'>er'nro -`� eCSi-64*** ramislnformad6n. v3 vase length • Refer to BCSI-B3*** for truss TegWre Tnu.sce uP Tn[o r7S.3 mj _s Spreader uss length to --s A T 3/a truss length I for Gable End Frame re- concrete Block e'(203 mm) HANDLING ° i rrir, r:,in T G0 P3ES Tag straint/bradnW reinforcement A Clay mne 34 tiles high _ T�u59�S sip A❑ar P nn.PIE nn information. TRUS i r1aS r:.V,^.SERE��PIES -� MANEO Hold each truss in position with the erection equipment until top chord temporary lateral restraint Pam informad6n sobre restrlc- TCTLR 4a��t' O O is installed and the truss is fastened to the bearing points. d6n/aniostre/refuerzo pars f9 NEVER stack materials near a peak or at mid-span. Armazones Hastlales vea el 10"or NUNCA amontone los materiales cerca de un pico. Avoid lateral bending. a cads truss en posid6n con equipo de gnia hasta que is resMcci6n lateral temporal de la resumen fIM-B3*** Evite is Bexibn lateral. `� Use proper rigs Use equint;apropiado superior�Instalado y e!truss est6 asegurado en Jos soportes Truss atiadim ent � DO NOT overload small groups or single trusses. gang and hoisting pat levantar a Note:Ground bracing not shown for clarity. required at suppo s) ® ui Inert improviser. NO sobrecargue pequefios grupos o trusses irfdlviduales. -The contractor Is responsible for P INSTALLATION OF SINGLE TRUSSES BY HAND Section A-A properly es at the unloading and storing RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES 0 Repeat diagonal braces for each set of 4 trusses. 0 Place loads over as marry trusses as possible. the trusses at the jobsite.Unload trusses to Repfta law arrlsotres d/agonales pare coda grupo de 4 trusses. COloque las caugas sabre cantos trusses mmo sea smooth surface to prevent damage. V,' POR LA MANO El contratista dene la responsabilidad de -;%;; _ --% _ 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS possble. redbir,descargar y almacenar adecuadamente �, Q Trusses 20' - ` ' - 0 Trusses 30' - - t. . - Position loads over load bearing walls. los trusses en la obra.Desrargue los trusses en (6.1 m)or f (9.1 m)or r • Diagonal Co/oque las cargas sobre bas parades soportantes. la tferra Ilso para prevenir eJ datfo. a less,support less,support at bracing near peak quarter points. LATERAL RESTRAINT Web members ALTERATIONS-ALTERACIONES `• SOporte Soportede &DIAGONAL BRACING • Refer to SCSI-BS.*** Truss bracing not shown tadany. "'r• ( cerce al pica los quartos ARE VERY IMPORTANT Yea el resumen BC.4I-B5.*** _ „ -• los trusses I E Trusses up to 20' I de tramo los I E Trusses up to 30' I ` g r de 20 pies o trusses de 30 DO NOT cut alter,or drill any structural member of a truss unless - (6.1 m) (9.1 m) ILA RESTRICCION specifically permitted by the truss design drawing. -' � DO NOT store NO almacene menos. Trusses haste 20 pies Pies o menos. Trusses haste 30 pies unbraced bundles verticalmente Ids LATERAL Y EL NO carte,altere o perfore Mngtin mlembro estructura/de un truss, a menos que est6 espedfiramente permiddo en el dbujo del dl%--& _ �. . upright. trussessueltos. ARRIOSTRE '`��: Trusses may be unloaded directly on the ground TEMPORARY RESTRAINT & BRACING del truss. RESTRICCIOIV YARRIOSTRE TEMPORAL DIAGONAL Bottom chords at the time of delivery grou or stored temporarily in • Trusses that have been overloaded during construction or altered without the Truss contact with the ground alter delivery.If trusses SON MUY are to be stored for more than one week,place �, 1 Diagonal braces Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. • Refer to BCSI-B2***for more To IMPORTANTES. blocking of sufficient height beneath the stack of p Chord Temporary every 10 truss Spaces Tusses que se hen sobrecargado durante la OorrRrucd6n o hen ado afteradas sin la autorkad6n trusses at 8'(2.4 m)to 10'(3 m)on-center(o.c.). Information. Lateral Restraint 20'(6.1 m)max. Los busses pueden set desrargadca dredamente vet el resumer BGSI-BI***pars m�Infer- (TCTLR) 10'(3 m)-15'(4.6 m)max.Same spa previa del Fabricante de Thusses,pueden hater nulo y sin efecto la gardntfa IJmitada del FabH- en d busses en den r d esc O de os entrega drec o �'' mad6n. 2x4 min. as bottom chord lateral restraint Note:Some chord and web members crnte de Trusses. almacenados tempordlmente en mntado con el _ 3 BOTTOM CHORD-CUERDA INFERIOR not shown for clarity. � Component more hum,nauon or oorreutt a Registered Design rrot�ionai for aea�mrrce suelo despurss de SI los trusses estardn - Locate ground braces for first truss directly ) enfre u To view a iron-printing PDF of this dacu ro%visit guardados pars mris de una samara,porgy _ � �°' �" _ tl in line with all roves of top chord temporary Lateral Restraints-2x4x12'or bloqueando de allure suHderrte detrds de la plia lateral restraint(see table in the next column). greater lapped over two trusses. Noce:The tnas manufachaer and s ass dedgne e y on tire cares anption that sire mntracror and cane opsater(re apps®tile)are de los trusses a 8 hasty 10 !es en cerrtro o.c. p oPers orals w th the caPabmsy to u xisteke coo k they lava agreed to do on arty 9 Prof• the contracter bel eves ft nests P ( ) ® DO NOT store on NO almacene en tlerra Coloque los aniostres de tiers pars ei primer 690° as�ta xe m sane aspect of the co strucdon p o1e<t ft any d seek ass rte xe Prom a competent pa ry nitre methods any procedures Q For trusses stored for more than one week,cover uneven ground. desigual. truss dir�tamente en Ifnea con coda una de arty red N th5 donnnsaare iris x etl to a sure thatthe eve a l m vsbvpion to hnkp�amp dyed wAl putthe trusses ado p ice SAFELY. bundles to protect from the environment. _ las filers de resMcrl6n lateral temporal de le Brace first truss chords a d ups I"sm ar g,reseal a bracing v are used upon the ca ernve espede ue or long ern,manufaoJae and I ,but must,dire to the nature oP resportlixift�ir�wlvsl,be presented cuerda superior(vet is table en la pr6xlma only as a GUIDE rot use by a qua fled bu d g des gnat or contractor R H trot n terxled that ttrese remnmsrciatlore be interpreted he as Para trusses guardados por mds de una semans 4. t-securely before supeda to tire bugtl nag des g wYs desdgn sperm®eon rot ha xIDn9,Uatainng,restrahtlng and b sting to sses and ft does rot p ec ode the aubrd ids paquetas pars protegenbs del amblente. column). use of oths egWva anal methods fa and proNding stabnfty Por the wags,mlumns,Haas,oafs and a l the interrelated erection of additional struc9rral bonding mmponsas as by the contractor.Thus,secs aM TPI expresty dtsdalm arty respor�rinry Par damages Refer to SCSI***for more detailed information - z (S)DO NOT walk on trusses. arising from the use,application,or renance on the reamummdauons and Information contained ten. pertaining to handling and jobstle storage of _ unbraced trusses. trusses. r l" Dtagonal braces every 10 s8c 0&, f Yll O NO camine en trusses truss spaces 20-(6.1 m)max. YIYY�I1IIII Yea e/follettr BCSI***para Informadon mss detal- ® sueltos. eowteoeaca®m TRUSS PLATE INSTITUTE lada sobre el manejo y almacenado de los trusses 10'(3 m)-15'(4.6 m) Note:Some chord and web members 5300 Enterprise Lane-Madison,WI 53, 218 N.Lee St,Ste.312•Alexandria,VA 22314 an$red de trabajo. 606/274-4849-wwwsbdndustry mm 703/683-1010-wwwApinstorg ;=1911111 max, not shown for clarity. . . .a . - /Z a I FESM e T1 r=T& - • li • . err ,181'Wittarzffere errs • ' • •1 W.-I[:4111101 A(:,Kdf• 1 • • - f FT;relFt UN/ • fE Fl rlda! Energy fici ncy ;Catle FQ:r ui ing anstru f { Energ` kluge Surnmit� Fla/Com-2010, Effective Da#e. Mauch 1 ,2Q12-- ForM 50&X010 Total Building.lPecfiorrriance Method k Cornmdtc al.Suild�ngs PROJECT SUMMARY Short Desc: Barry University Description: Barry University New Scienc Owner: Addressl: 11300 NE 2nd Ave City: Miami Shores Address2: State: FLORIDA Zip: 0 Type: School/University Class: New Finished building Jurisdiction: MIAMI SHORES VILLAGE,MIAMI-DADE COUNTY,FL(232600) Conditioned Area: 2740 SF Conditioned&UnConditioned Area: 2740 SF No of Stories: 1 Area entered from Plans 2743 SF Permit No: 0 Max Tonnage 12.5 If different,write in: 765'1R CITX 'Copy . .. EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 1 of 7 Compliance Summary Component Design Criteria Result Gross Energy Cost(in$) 2,700.0 3,266.0 PASSED LIGHTING CONTROLS PASSES EXTERNAL LIGHTING None Entered HVAC SYSTEM PASSES PLANT PASSES WATER HEATING SYSTEMS PASSES PIPING SYSTEMS None Entered Met all required compliance from Check List? Yes/No/NA IMPORTANT MESSAGE Info 5009 -- -- --An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 2 of 7 4 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code Prepared By: Delta G Consulting Engineers Building Official: Date: ��° �s �l� Date: ec.;o�966R6G�ggBijf pa V'I L Coq I certify that this building is in compliance with the- �f'id (9y° cy Code Owner Agent: Marta E.Villazon �{ E ' Date: w If Required by Florida law, I hereby certify(*)that .)syste� sign is"prnpliance with the Florida Energy Efficiency Code �. F ^° •r: Architect: y'S S I®R Reg No: �... Electrical Designer. Marta E.Villazon Reg No: 60789 Lighting Designer: Marta E.Villazon Reg No: 60789 Mechanical Designer: Marta E.Villazon Reg No: 60789 Plumbing Designer: Marta E.Villazon Reg No: 60789 (") Signature is required where Florida Law requires design to be performed by registered design professionals. EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 3 of 7 Project: Barry University Title: Barry University New Science Building Type:School/University (WEA File:FL MIAMI_OPA_LOCKAAW) Building End Uses 1)Proposed 2)Baseline Total 171.90 259.50 $2,700 $4,082 ELECTRICITY(M13tu1kWh1$) 171.90 259.50 50378 76017 $2,700 $4,082 AREA LIGHTS 15.40 40.10 4517 11748 $242 $631 HEAT REJECT 12.90 20.10 3786 5885 $203 $316 MISC EQUIPMT 27.40 27.40 8029 8029 $430 $431 PUMPS&MISC 830 8.20 2433 2405 $130 $129 SPACE COOL 67.40 132.90 19747 38931 $1,058 $2,091 SPACE HEAT 14.40 030 4223 84 $226 $5 VENT FANS 26.10 30.50 7643 8935 $410 $480 Credits Applied: None PASSES Passing Criteria=3266 Design (including any credits)=2700 Passing requires Proposed Building cost to be at most 80% of Baseline cost.This Proposed Building is at 66.1% EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 4 of 7 External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No.of Units (W) (W) (Sgft or ft) None Project: Barry University Title: Barry University New Science Building Type:School/University (WEA File:FL MIAMI OPA LOCKA.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance bldg 14 Classroom/Lecture Hall 2,740 4 2 PASSES PASSES Project: Barry University Title: Barry University New Science Building Type:School/University (WEA File: FL_MIAMI_OPA_LOCKA.tm3) System Report Compliance AEU-100 System 10 Constant Volume MultiZone No.of Units Built-up System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Compliance Not Applicable PASSES Heating System Compliance Not Applicable 1.00 PASSES Air Handling Air Handler(Supply)- 0.67 0.82 PASSES System-Supply Constant Volume PASSES EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 5 of 7 Plant Compliance Description Installed Size Design Min Design Min Category Comp No Eff Eff IPLV IPLV liance Open centrifugal,chiller 1 13 5.6 5.5 5.9 5.9 Water Chilling Pkg PASSES (Centrifugal)Elec. Operated Water Cooled <300 Tons PASSES Project: Barry University Title: Barry University New Science Building Type: School/University (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Water Heater Compliance Design Min Design Max Comp Description Type Category Eff Eff Loss Loss liance Water Heater Gas Instantaneous >50,000&< 0.94 0.62 PASSES water heater 200000 Btu/h;>_ 4000(Btu/h)/gal and<2 gal PASSES Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick[in] Thick[in] [F] .SF.F] None EnergyGauge Summit@ Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 6 of 7 Project: Barry University Title: Barry University New Science Building Type:School/University (WEA File:FL MIAMI OPA LOCKA.tm3) Other Required Compliance Category Section Requirement(write N/A in box if not applicable) Check Report 506.4.2 Input Report Print-Out from EnergyGauge F1aCom attached Operations Manual 303.3.1, Operations manual provided to owner 503.2.9.3, 505.7.4.2 Windows&Doors 502.3.2 Glazed swinging entrance&revolving doors:max. 1.0 cfm/ft2;all other products:0.3 cfin/ft2 Joints/Cracks 502.3.3 To be caulked,gasketed,weather-stripped or otherwise sealed ET- Dropped Ceiling Cavity 502.3 Vented: seal&insulated ceiling.Unvented seal&insulate roof.& side walls HVAC Efficiency 503.2.3 Minimum efficiencies:Tables 503.2.3(1)-(8) HVAC Controls 503.2.4 Zone controls prevent reheat(exceptions);separate thermostatic control per zone; Ventilation 503.2.5 Outdoor air supply&exhaust ducts shall have dampers that automatically shut when systems or spaces served are not in use. Exhaust air energy recovery required for cooling systems (Exceptions). ADS 503.2.7.5 Duct sizing and Design have been performed Ef HVAC Ducts 503.2.7 Air ducts,fittings,mechanical equipment&plenum chambers shall bl"o be mechanically attached,sealed,insulated&installed per Table 503.2.7.2.Fan power limitations. Balancing 503.2.9.1 HVAC distribution system(s)tested&balanced.Report in Er construction documents. Piping Insulation 503.2.8 HAC and service hot water.In accordance with Table 503.2.8. Water Heaters 504 Performance requirements in accordance with Table 504.2.Heat trap required. Swimming Pools 504.7 Vapor-retardant or liquid cover or other means proven to reduce heat loss on heated pools;Time switch(exceptions);readily accessible on/off switch. Motors 505.7.5 Motor efficiency criteria have been met Lighting Controls 505.2,502.3 Automatic control required for interior lighting in buildings>5,000 s.f.;Space control;Exterior photo sensor;Tandom wiring with 1 or 3 linear fluorescent lamps>30W EnergyGauge Summit@ Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/1/2013 Page 7 of 7 EnergyGauge Summit®v4.10 INPUT DATA REPORT Project Information Project Name: Barry University Orientation: North Project Title: Barry University New Science Building Building Type: School/University Address: 11300 NE 2nd Ave Building Classification: New Finished building State: FLORIDA No.of Stories: 1 Zip: 0 GrossArea: 2740 SF Owner: Zones No Acronym Description Type Area Multiplier Total Area [sfl [sf] 1 bldg bldg CONDITIONED 2740.0 1 2740.0 ❑ Spaces No Acronym Description Type Depth Width Height Multi Total Area Total Volume [ft] [ft] [ft] plier [sf] [cf] 5/1/2013 EnergyGauge Summit®W.10 1 In Zone: bldg 1 bldg bldg Classroom/Lecture Nall 10.00 274.00 9.50 1 2740.0 26030.0 Lighting No Type Category No.of Watts per Power Control Type No.of Luminaires Luminaire [W] Ctrl pts In Zone: bldg In Space: bldg 1 Recessed Fluorescent- General Lighting 1 1475 1475 Programmable timer 4 No vent without Daylighting Walls No Description Type Width H(Effec) Multi Area DirectionConductance Heat Dens. R-Value [ft] [ft] plier [sf] [Btu/hr.sf. F] Capacity [lb/cf] [h.sf.F/Btu] [Btu/sf.F] In Zone: bldg 1 North 8"CMU/1"Thermax 54.00 9.50 1 513.0 North 0.0800 2.890 24.90 12.5 ❑ Rigid Board R-6.5/R-11 Batt Ins. btw studs/Drywall 2 South 8"CMU/1"Thermax 61.00 9.50 1 579.5 South 0.0800 2.890 24.90 12.5 ❑ Rigid Board R-6.5/R-11 Batt Ins. btw studs/Drywall 3 East 8"CMU/1"Thermax 64.00 9.50 1 608.0 West 0.0800 2.890 24.90 12.5 ❑ Rigid Board R-6.5/R-11 Batt Ins. btw studs/Drywall Windows No Description Type Shaded U SHGC Vis.Tra W H(Effec) Multi Total Area [Btu/hr sf F] IN [ft] plier [sf] 5/1/2013 EnergyGauge Summit®v4.10 2 In Zone: bldg In Wall: East 1 window 1 User Defined Yes 0.8500 0.52 0.43 2.00 2.00 20 80.0 ❑ 2 Window 2 User Defined Yes 0.8500 0.52 0.43 6.30 1.60 1 10.1 ❑ In Wall: North 4 window 1 User Defined Yes 0.8500 0.52 0.43 2.00 2.00 8 32.0 5 Window 2 User Defined Yes 0.8500 0.52 0.43 6.30 1.60 1 10.1 In Wall: South 4 window 1 User Defined Yes 0.8500 0.52 0.43 2.00 2.00 12 48.0 ❑ Doors No Description Type Shaded? Width H(Effec) Multi Area Cond. Dens. Heat Cap. R-Value [ft] [ft] plier [sf] [Btu/hr.sf.F] [lb/cf] [Btu/sf.F] [h.sf.FBtu] In Zone: In Wall: Roofs No Description Type Width H(Effec) Multi Area Tilt Cond. Heat Cap Dens. R-Value [ft] [ft] plier [sf] [deg] [Btu/hr.SE F] [Btu/sf.F] [lb/cf] [h.sf.FBtu] In Zone: bldg 1 ROOF Roof-R-19 Sloped- 274.00 10.00 1 2740.0 0.00 0.0300 0.03 24.90 33.3 ❑ Average:R-36 Skylights No Description Type U SHGC Vis.Trans W H(Effec) Multiplier Area Total Area [Btu/hr sf F] IN IN [Sfl [SfJ In Zone: In Roof: El 5/1/2013 EnergyGauge Summit®v4.10 3 Floors No Description Type Width H(Effec) Multi Area Cond. Heat Cap. Dens. R-Value [ft] [ft] plier [sf] [Btu/hr.sf.F] [Btu/sf.F] [lb/cf] [h.sf.F/Btu] In Zone: bldg 1 floor Concrete floor, 274.00 10.00 1 2740.0 0.5987 9.33 140.00 1.67 0 carpet and rubber pad Systems AHU-100 System 10 Constant Volume MultiZone Built-up No. Of Units 1 System Component Category Capacity Efficiency IPLV 1 Cooling System 148300.00 ❑ 2 Heating System 102390.00 1.00 ❑ 3 Air Handling System-Supply 3300.00 0.67 ❑ Plant Equipment Category Size Inst.No Eff. IPLV L-1-Open centrifugal,chiller Cooling Equipment 12.5 [Tons] 1 5.55 [COP] 5.92 Water Heaters W-Heater Description Capacit3Cap.Unit I/P Rt. Efficiency Loss 1 Gas Instantaneous water heater 1 [Gal] 199000 [Btu/hl 0.9400 [Ef/Et] [Btu/h] ❑ 5/1/2013 EnergyGauge Summit®v4.10 4 Ext-Lighting Description Category No.of Watts per Area/Len/No.of units Control Type Wattage Luminaires Luminaire [sf/fVNo] [W] Piping No Type Operating Insulation Nomonal pipe Insulation Is Runout? Temperature Conductivity Diameter Thickness [F] [Btu-in/h.sf.F] [in] [in] Fenestration Used Name Glass Type No,of Glass SHGC VLT Panes Conductance [Btu/h.sf.F] 01dCastle User Defined 1 0.8500 0.5200 0.4300 ❑ Materials Used Mat No Acronym Description Only R-Value RValue Thickness Conductivity Density SpecificHeat Used [h.sf.F/Btu] [ft] [Btu/h.ft.F] [lb/cf] [Btu/1b.F] Mat1151 CONC HW,01M, T40LB, No 0.4403 0.3333 0.7570 140.00 0.2uuu L-i 4lN 178 Mat1178 CARPET W/RUBBER PAD Yes 1.2300 ❑ Constructs Used 5/1/2013 EnergyGauge Summlt®v4.10 5 v No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu/h.sf.F] ]Btu/sf.F] [Ib/cf] [h.sf.FBtu] 1004 Concrete floor,carpet and rubber pad No No 0.60 9.33 140.00 1.7 ❑ Layer Material Material Thickness Framing No. [ft] Factor 1 151 CONC HW,DRD, 140LB,41N 0.3333 0.000 ❑ 2 178 CARPET W/RUBBER PAD 0.000 ❑ No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu/h.sf.F] [Btu/sf.F] [lb/cf] [h.sf.FBtu] 1056 8"CMU/1"Thermax Rigid Board R-6.5/R-11 Yes No 0.08 2.89 24.90 12.5 ❑ Batt Ins.btw studs/Drywall No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu/h.sEF] [Btu/sf.F] [Ib/cf] [h.sf.F/Btu] 1057 Roof-R-19 Sloped-Average:R-36 Yes No 0.03 0.03 24.90 33.3 ❑ I 5/1/2013 EnergyGauge Summit®v4.10 6 s SAAD ELI L-H E CONSULTING ENGINEERS,INC. 5601 Nit 9TH AVENUE,SUITE 401 / FORT LAUDERDALE,FL 33309 ®STRUCTURAL BUILDING DESIGN OFFICE:(954)771-6949 / FAX:(954)771-6169 -THRESHOLD INSPECTIONS POOL STRUCTURE DESIGN CITY BMMY CHEMICAL STOCKROOM 6 0 Mp Structural Shores,Fl. Design Calculations To the best of my knowledge and professional judgment all calculations herein have been reviewed,and conform to the recommendations of ACI 318-05,ACI 530-05,ASD 9th.Edition,ASCE7-10,and The Florida Building Code 2010 Edition. Si-ad Elia El-Hage P.E.#42550 r i INDEX OF CONTENTS Wind pressure components and cladding 1-6 Reinforced masonry wall 7-8 Concrete columns 9-20 Concrete beams 21-26 F00 ' 27-40 * r Saad Elia EI-Hage Job Title:BARRY/CHEMICAL Consulting Engineers Project NumberS11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 1 Ft. Lauderdale, FL 33309 Date: 12107/12 (954)771-8149 Calculated by. S.E.H LOW Roof Wind Loads: ' ;= Ibf Per American Society of Civil Engineers,ASCE 740 2 s and Other"Minimum Design Loads for Buildings ft 9 Structures" Building Roof Height: Ham:= 15ft WindVelocity. .= 190 mph (Defined pg 249b) Category Risk: III (Map defined In Figure 26-5-1c,pg249b) Wind directionality factor. Kd:= 0.85 (Defined in Table 26-6.1,pg 250) Exposur "C" Oelocity pressure exposure coefficient: Kz= 0.85 (Defined in Table 6-3,pg 75) Topographic factor ye:= I "No change in topography, therefore not included" Velocity Pressure Ultimate: qz'= 0.00256 Kz KzC Kd VZ ft2 (Eq.30-3.1,pg 316 qz=66.77•psf Velocity Pressure(design) : , = qz-0.66 qz=44.069•psf MWFRS Intemal Press. Coeff. ""Pi:_ -0.18 (efined In Table 26-11,1 pg 258) Gust Effect Factor. a.= 0.85 (Defined in Section 26.9.1,pg 254) External Press. Coeff: c:= 0.8 Windward (Defined In figure 27-41,pg 264) Windward Wall Design Pressures I Heiaht Press. Coeff. Basic Wind Press. Design Press. Value z:= 15-ft K 0.85 (Kls•gz) G•C GC 37.9 sf 15� g15�_ � P15�= qls' p—qz pi Pls= P z:= 20-ft K 0.90 (K20 qz) G•C GCp 39.7 sf „M 20'= qzo=_ � P2o�= q2o' p-qz i P2o= P z:= (K25-qz) 25-ft K 2s= 0.94 q2s= Y-11 P25:= q25'G•C p-qzG-pi P2s=41.1 sf z:= 30•ft K 30�= 0.98 q30�_ (K30'g z) P30:= q3o'G Cp-qz dpi Pao=42.5 sf Y-Z Mz�:= 35-ft K 35� 1.01 q35�_ (K35 q z) P35:= q35'G Cp—qz GC pr P35=43.5 Ps f Kz z = 40•ft = 1.04 l�qz) G•C =44.6 sf ,�,,� K4o� q4o= � Pao= q4o' p-qz dpi Poo P , Saad Elia El-Hage Job Title:BARRY/CHEMICAL Consulting Engineers Project Numbef:S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 2 Ft. Lauderdale, FL 33309 Date: 12107/12 (954)771-8149 Calculated by: S.E.H Leeward Wall Pressure Intemal Press. Coeff. CyC -= 0.18 (Defined in Table 26-11.1,pg 258) External Press. Coeff: _ —0.5 Leeward (Defined In figure 274.1,pg 264) Height Design Pressure Value z= all Plee= Qz'(G'Cp-GCpi) pl,,=-26.7•psf Side Wall Pressure External Press. Coeff: = -0.7 Side Nall (Defined in figure 27-4.1,pg 264) Height Design Pressure Value z= all Pside qz'(G-Cp—GCpi) Pside=—34.2•psf Roof Uplift Pressure Roof Pressure Coefficient gp,:= -0.9 (Defined in figure 27.4.1,pg 264) GC := 0.18 Height Design Pressure Value z= h proof gz'(G'Cp-GCpi) Proof=-41.64•psf "for distance 0 to h" Roof Pressure Coefficient = -0.5 (Defined in figure 27.4.1,pg 264) G,CM'.= 0.18 Hei ht Design Pressure Value z= h RAWJ gz•(G•Cp—GCpi) p„ f=-26.66•psf "for distance h to 2h” Roof Pressure Coefficient = -0.3 (Mined in figure 27.41,pg 264) CC := 0.18 Height Design Pressure Value z= h Awl= gz•(G•Cp—GCpi) p„ f=—19.17•psf "for distance> h” Low Rise Buildings with h <60 ft Horizontal dimension of building Normal to wind direction B:= 62.0 It Horizontal dimension of building Parallel to wind direction L 48.0 ft Wind pressure coefficient zone a 5 0.1•L=4.8 a 5 0.4•H= 1.829m a Z 3.0 Use a:= 5.0-ft Saad Elia EI-Hage Job Tiitle:BARRY/CHEMICAL Consulting Engineers Project Number.S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 3 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by: S.E.H For Components&Cladding: Velocity pressure evaluated at heigth qh qZ z--h Maximum Vertical Wind Load With roof angle 00< 100 Positive(+) Roof with and without Overhang (Defined in Table 2641.1,pg 258) Area Zones "1, 2, &3"GCa(+) Design Positive Pressure A:= 10 GCp:= 0.3 gh•(GCp-GCpi)=21.2•psf A:= 20 GC.= 0.4-0.1•log(A) gh•(GCp-GCpi)= 19.8-psf A:= 30 = 0.4-0.1•log(A) gh•(GCp-GCpi) = 19.1•psf A:= 40 = 0.4-0.1•log(A) gh•(GCp-GCpi)= 18.5•psf AW 50 �I= 0.4-0.1-log(A) gh'(GCp-GCpi) = 18.1-psf A:= 60 = 0.4-0.1•log(A) gh•(GCp-GCpi) = 17.7-psf A:= 70 0.4-0.1•log(A) gh'(GCp-GCpi) = 17.4•psf A:= 80 = 0.4-0.1•log(A) qh-(GCp-GCpi)= 17.2•psf A,:= 90 0.4-0.1•log(A) gh'(GCp-GCpi)= 16.9-psf AA,,-.= 100 = 0.4-0.1•log(A) gh•(GCp-GCpi)= 16.7•psf Negative(-) Roof with and without Overhang _ .18 (Defined in Table 26-11.1,pg 258) Area Zone"1"GCa(-) Design Negative Pressure A:= 10 q _ -1.0 gh•(GCp-GCpi)_-52•psf A:= 20 Mme= -1.1 +0.1•log(A) gh•(GCp-GCpi)_-50.7•psf A:= 30 _ -1.1 +0.1•log(A) gh.(GCp-GCpi)_-49.9•psf 40 mc = -1.1 +0.1•log(A) gh•(GCp-GCpi)_-49.3•psf Ate:= 50 &(Z_ -1.1 + 0.1•log(A) gh'(GCp-GCpi)_-48.9•psf := 60 �_ -1.1 +0.1•log(A) gh•(GCp-GCpi)_-48.6•psf A,= 70 MCC ;= -1.1 + 0.1•log(A) gh•(GCp-GCpi)_-48.3•psf A= 80 _ -1.1 +0.1•log(A) gh•(GCp-GCpi)_-48•psf Ate:= 90 qW_ -1.1 +0.1•log(A) gh'(GCp-GCpi)_-47.8•psf A,:= 100 )Wj�= -1.1 +0.1•log(A) gh•(GCp-GCpi)_-47.6•psf f Seed Elia EI-Hage Job Tdle:BARRY/CHEMICAL Consulting Engineers Project Number.S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 4 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by: S.E.H Negative (-)Roof with No Overhang 'it s= .18 (eflned M Table 26.11.1,pg 258) Area Zone"2"GCDO Design Negative Pressure A:= 10 ;= -1.8 gh•(GCp-GCpi) =-87.3-psf A:= 20 -2.5+ 0.7-log(A) gh.(GCp-GCpi)=-78•psf A:= 30 -2.5+ 0.7-log(A) gh•(GCp-GCpi)=-72.5•psf A:= 40 -2.5+ 0.7-log(A) gh•(GCp-GCpi)=-68.7•psf A:= 50 -2.5+0.7-log(A) %.(GCp-GCpi)=-65.7•psf A 64 �_ -2.5+ 0.7-log(A) gh.(GCp-GCpi)=-62.4•psf A:= 70 aCZ= -2.5+ 0.7-log(A) gh.(GCp-GCpi)=-61.2•psf A:= 80 9C = -2.5+ 0.7-log(A) gh.(GCp-GCpi)=-59.4•psf A:= 90 9W.= -2.5+0.7-log(A) gh•(GCp-GCpi)=-57.8-psf A:= 100 ACC := -2.5+0.7-log(A) gh•(GCp-GCpi)=-56.4•psf Negative(-) Roof with No Overhang �_ .18 (Defined In Table 26.11.1,pg 258) Area Zone"3"GCp(-) Design Negative Pressure A:= 10 ACW;= -2.8 gh•(GCp-GCpi)=-131.3-psf 20 = -4.5+ 1.7-log(A) gh.(GCp-GCpi)=-108.8•psf A:= 30 , ;= -4.5+ 1.7-log(A) gh•(GCp-GCpi) =-95.6•psf A:= 40 _ -4.5+ 1.7-log(A) gh.(GCp-GCpi)=-86.2•psf A:= 50 = -4.5+ 1.7-log(A) gh•(GCp-GCpi)_-79 psf A:= 64 qFW= -4.5+ 1.7-log(A) gh.(GCp-GCpi)=-70.9-psf A= 70 93 W= -4.5+ 1.7-log(A) gh•(GCp-GCpi)=-68•psf A:= 80 9W.= -4.5+ 1.7-log(A) gh•(GCp-GCpi)=-63.7-psf A 90 qW= -4.5+ 1.7-log(A) gh•(GCp-GCpi)=-59.8-psf MAC:= 100 qfZ= -4.5+ 1.7log(A) gh.(GCp-GCpi)=-56A.p5f Seed Elia EI-Hage Job Tiitle:BARRY/CHEMICAL Consulting Engineers Project Number:S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 5 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by: S.E.H Maximum Horizontal Wind With roof angle 00< 70 Load Positive(+)Walls -.18 (Dented in Table 26.11.1 pg 258) Area Zones "4&6"GCo(+) Design Positive Pressure A:= 10 GCS= 1.0 0.9.gh.(GCp-GCpi)=46.8-psf A= 20 = 1.1766-0.1766-log(A) 0.9.gh-(GCp-GCpi)=44.7-psf A:= 30 := 1.1766-0.1766-log(A) 0.9-qh-(GCp-GCpi)=43.5-psf Ate:= 40 = 1.1766-0.1766-log(A) 0.9-qh-(GCp-GCpi)=42.6-psf 50 = 1.1766-0.1766-log(A) 0.9.gh.(GCp-GCpi)=41.9-psf A:= 60 W= 1.1766-0.1766-log(A) 0.9.gh'(GCp-GCpi)=41.4-psf nA�= 70 9W.= 1.1766-0.1766-log(A) 0.9-gh'(GCp-GCpi)=40.9-psf Avw= 80 GCS= 1.1766-0.1766-log(A) 0.9.gh-(GCp-GCpi)=40.5-psf := 90 = 1.1766-0.1766-log(A) 0.9.gh.(GCp-GCpi)=40.1-psf Ate= 100 ZCW= 1.1766-0.1766-log(A) 0.9.gh.(GCp-GCpi)=39.8-psf .A:= 500 9iW.= 0.7 0.9-qh-(GCp-GCpi)=34.9-psf Negative(-)Walls _ .18 (Defined In Table 26.11.1,pg 258) Area Zone"4"GCD(-) Design Negative Pressure A:= 10 _ -1.1 0.9.gh-(GCp-GCpi) =-50.8-psf A�w= 20 _ -1.2766+0.1766-log(A) 0.9.gh.(GCp-GCpi)=-48.7-psf A:= 30 -1.2766+0.1766-log(A) 0.9.gh.(GCp-GCpi)=-47.4-psf A:= 40 = -1.2766+0.1766-log(A) 0.9.gh.(GCp-GCpi)=-46.6-psf Ate:= 50 -1.2766+ 0.1766-log(A) 0.9-qh-(GCp-GCpi) =-45.9-psf Any= 60 CI = -1.2766+0.1766-log(A) 0.9.gh.(GCp-GCpi)=-45.3-psf Atiw= 70 _ -1.2766+ 0.1766-log(A) 0.9.gh-(GCp-GCpi)=-44.8-psf .A.= 80 iv -12766+ 0.1766-log(A) 0.9-gh'(GCp-GCpi) =-44.4-psf Ate:= 90 99w= -1.2766+0.1766-log(A) 0.9.gh-(GCp-GCpi) =-44.1-psf A 100 i A;= -12766+ 0.1766.log(A) 0.9-gh'(GCp-GCpi)=-43.8-psf Ate:= 500 CQV= -0.8 0.9.gh-(GCp-GCpi)=-38.9-psf Saad Elia EI-Hage Job Tltle:BARRY/CHEMICAL T Consulting Engineers Project Number.S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 6 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by: S.E.H Negative(-)Walls f'J�W*= .18 (Defined In Table 26.11.1,pg 258) Area Zone"5"GCo(-) Design Negative Pressure A:= 10 ;WZ= -1.4 0.9.gh•(GCp- GCpi)=-62.7-psf A:= 20 = -1.7532+0.3532-log(A) 0.9•gh•(GCp-GCpi)=-58.4•psf := 30 = -1.7532+ 0.3532-log(A) 0.9•gh•(GCp-GCpi)=-56•psf Ate:= 40 9W.= -1.7532+0.3532-log(A) 0.9•gh•(GCp-GCpi) =-54.2-psf Ate:= 50 �_ -1.7532+0.3532-log(A) 0.9•gh•(GCp-GCpi) =-52.9•psf Ate:= 60 _ -1.7532+ 0.3532-log(A) 0.9•gh•(GCp-GCpi)=-51.8-psf rA:= 70 _ -1.7532+0.3532-log(A) 0.9•gh•(GCp-GCpi)=-50.8-psf A:= 80 C mf ;= -1.7532+0.3532-log(A) 0.9-gh•(GCp-GCpi)=-50-psf A:= 90 _ -1.7532+0.3532-log(A) 0.9-qh-(GCp-GCpi)=-49.3-psf Ate: 100 Aw= -1.7532+ 0.3532-log(A) 0.9•gh-(GCp-GCpi) =-48.7•psf 500 Aw..= -0.8 0.9•gh•(GCp-GCpi)=-38.9-psf "C:\design\bmp\windzone.bmp" Saad Elia EI-Hage Job Tiitle:BARRY/CHEMICAL. Consulting Engineers Project Number. Sll-75 5601 N.W. 9th Av.Suite 401 Sheet No. 1 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by. S.E.H Wind Desiqn of Exterior CMU,(w-1 ) Max PLANK Bearing Elevation h:= 15.0-ft Height of Parapet P Oft Footing elevation 41:= -1.33-ft Depth of Bond Beam Bd:= l.Oft Total Unbraced length of wall #:= h-fei-Bid H= 15.33-ft Trib. Width b:= 16-in Width of CMU Resisting Load bt:= 16-in Load per Width of Wall: Total Load: Wind Load WL:= 52.5•lbf Ww= WL•b Ww=70•lbf 02 ft Total Live Load LL:= (420)•Ilbbf LLt:= LL-b LLt=560•lbf Eccentricity ed:= 0-in ft Total Dead Load DL:= (1308)• b DLt:= DL-b DLt= 1744-lbf Eccentricity el:= 0-in ft Acting Moments Between Su H P2 x=7.665-ft pports @ x:_ —• 1 –— 2 H2 MPOS:= -WW---(H+P)2•(H–P)2+DLt•ed+LLt•el MPOS=2056•lbf•ft -> Governs 8•H2 @ Top Supports Mneg:= 2•Ww•P2 Mneg=0•lbf•ft Positive Moment Govern M MPM Width of WdI for Wall Weight Calc. below bW= 1.33•ftHeigth of wall above ;= 0•ft Wall Weight @ Max. Moment Wu:= Ib� [W+ (H–x)] bW W�=765•lbf ft Material Properties fm:= 2000-psi fs:= 24000-psi Em:= 900•fm(As Specified in Section 1.8.2.2.1 of the ACI 530-02 Latest Edition) Es:= 29.106 psi n:= Es n= 16.111 Em C> Saad Elia EI-Hage Job Title:BARRY/CHEMICAL.. Consulting Engineers Project Number. S11-075 5601 N.W. 9th Av.Suite 401 Sheet No. 2 Ft. Lauderdale, FL 33309 Date: 12/07/12 (954)771-8149 Calculated by: S.E.H Distance to Reinforcement d:= 3.8-in Area of Steel As:= 1-(.41•in2) As=0.41•in2 1#6 rebar @ mid. For K= n K=0.413-in bt Initial Guess Value 1•in 2 y:= roo yy- yy+ K 'YY y= 1.406.in 3 Transform Moment of Inertia Ix:= bt Y +n•As•(d-y)2 Ix=52.682-in4 3 Compression Section Modulus Sx,= Ix Sxc=37.47•in3 Y Tension Section Modulus Sxt:= (d Ix-Y) Sxt=22.005•in3 Acting Stress Allowable Stress M n + L + w" 4 Pm Compression fc:= + fc=735-psi Fc= Fc=889-psi Sxc 2-(1.25-in-b) 3 C 3 W wall Tension fs:= n• M - fs= 18047-psi Fs:= 4•(24000•psi) Fs=32000-psi Sxt 2•(1.25•in•bt) 3 Compression fc=735-psi fc < Fc= 889-psi Therefore OK Tension A= 18047-psi fs < Fs=32000-psi Therefore OK Acting Deflection x=7.665-ft Between Supports WWx 4 2-1-?-x 2 2 ( 3 2)1 @ Pt. of Max Moment 8 24•Em•Ix•H r H -2- -x + H•x -2•P 2•ti +2•P 2•x J 8=0.917-in H = 1.022-in OK 180 8" CMU w/1#6 rebar(i,) 16" ox. mid. is O.K. Title'Block Line 1 Title: Job# 3u can changes this area Dsgnr using the'Settings'menu item Project Desc.: and then using the Writing& Title Block°selection. Project Notes Title Block Line 6 PdnW:9 DEC 2011,Z-20PM Concrete Column - -- :c: �oa s� � tsWA)DATA BACKUP FROM ws�ECSuty .� ENERCALC,INC.1983 2011,M1.11.4.8,VerS.0.15.0 Description; COL1 General Information CalcuMons per ACI 31&05,IBC 2006,CBC 2007,ASCE 7-05 fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 15.0 ft E= = 3,122.0 ksi End Fuaty Top&Bottom Pinned Density = 145.0 pcf ACI Code Year ACI 318-05 0.850 R = Brace condition for deftet3ion(buckling)along columns fy-Main Rebar = 60.0 ksi X X(width)a)as:Fully braced against buckling along X-X Axis E-Main Rebar = 29,000.0 ksi Y Y(depth)axis:Fully braced against buckling along Y-Y Axis Allow.Reinforcing Limits ASTMA6158MUsed Min.Reinf. - 1.0% Max.Relnf. _ 8.0% Load Combination 2006 IBC&ASCE 7-05 Column Cross Section Column Dimensions.6.0in high x 24.9in Wide,Column Edge to Rebar y Edge Cover=2.Oin was * •es Column Reinforcing:4-#6.0 bars @ comers„1.0-#6.0 bars top& X. x bottom between comer bars ®� �°B •� Y Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:2,900.0 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 15.0 ft above base,D=9.30,L=1.40 k BENDING LOADS... Lat.Uniform Load creating My-y,W=0.190 klft DESIGN SUMMARY Load Combination +u0-D+0.50Lr+0.50L+1.60W Maximum SERVICE Load Reacdons.. Location of max.above base 15.0 ft Top along Y-Y k Bottom along Y-Y k Maximum Strom Ratio 0.06879:1 Top along X X k Bottom along X-X k Ratio=(Pu"2+Mu"2)".5/(PhiPn"2+PhiMn"2)".5 Pu= 15.340 k q) *Pn= 262.06 k Mu-X= 0.0 kft <P *Mn-x= 0.0 k-ft Maximum SERVICE Load Deftectlons... Mu-y= 8.550 k ft rP*Mn-y= 145.40 k-ft Along Y Y 0.0 in at 0.0 ft above base for load combination: Mu Angle= 90.0 deg Along X-X 0.007603in at 7.550 ft above base Mu at Angle= 8.550 k-ft cpMn at Angle= 145.40 k-ft for load combination:W Only Pn&Mn values bated at Pu-1140 vo for irdersedfon wdh capacity curve Column Capacltlas... General Section Irrformatlon.� = 0.650 =0.850 g = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 802.22 k P °�Reinforcing 1.375 % Rebar°I°Ok Pnmin:Nominal Min.Tension Axial Capacity -158.40 k Reinforcing Area 2.640 W2 cp Pn,Max:Usable Compressive Axial Capacity 417.16 k Concrete Area 192.0 W2 9 Pn,min:Usable Tension Axial Capacity -102.96 k Governin Load oad Combination Results Governing Factored Dist from Axial Load k Dbt from Bending Analysis k ft Stress Ratio Load Combination base ft Pu cP *Pn base ft Sx S x*Mux cp Mrx By By*Muy w Mny +1.40D 15.00 17.08 417.16 15.00 1.000 1.000 0.041 +1.20D+0.5OLr+1.60L+1.60H 15.00 16.88 417.16 15.00 1.000 1.000 0.040 +1.20D+1.60L+0.50S+1.60H 15.00 16.88 417.16 15.00 1.000 1.000 0.040 TRIWEllock Line I Title: Job# ','ou can changes this area Dsgnr using the"Settings'menu item Project Desc•: and then using the'Printing& Project Notes Title Block"selection. Title Block Line 6 Pdrded:9 DEC 2011,, 2:20PM Concrete Column ==Mts aW SOWteadnOW D=wwftWM DATA BACIW FROM WSEC1%Wny CMOkW ed ENERCALC,INC.19832011,Buffd:6.11A%Ver6.0.25.0 Description: COLI Governing Load Combination Results Governing Factored Dist from Axial Load k DISL from Bending Analysis k-ft Stress Ratio Load Combination base ft Pu (p*Pn base ft 8x Bx*Mux (p Mnx By Sy'Muy (p Mny +1.20D+1.60Lr+0,50L 15.00 15.34 417.16 15.00 1.000 1.000 0.037 +1.20D+1.60Lr+0.80W 15.00 14.64 367.99 15.00 1,000 1.000 4.27 107.29 0.040 +1.20D+0,50L+1.60S 15.00 16.34 417.16 15.00 1,000 1.000 0.037 +1.20D+1.60S+0.80W 15.00 14.64 367.99 15.00 1,000 1.000 4.27 107.29 0.040 +1.20D+0.50Lr+0.50L+1.60W 15.00 15.34 262.06 15.00 1.000 1.000 8.55 145.40 0.059 -4-1.20D+0.50L-+0,50S+1.60W 15.00 15.34 262.06 15.00 1.000 1.000 8.55 145.40 0.059 +1.20D+0.50L+0.20S+E 15.00 15.34 417.16 15.00 1.000 1.000 0.037 +0.90D+1.60W+1.60H 15.00 10.98 198.86 15.00 1.000 1.000 8.55 158.03 0.054 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Reaction along X-X Axis Reaction a" Y Axis Axial Reaction Load Combination @ Base @ TOP @ Base @ TOP @ Base D Only k k 9.300 k L Only k k 1.400 k W Only k 1.425 1.425 k k D+L k k 10.700 k D+W k 1.425 1.425 k 9.300 k D+L+W k 1.425 1.425 k 10.700 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-ibelliction Dunce Max.Y Deflection Distance D Only 0.0000 in 0.000 lit 0.000 in 0.000 ft L Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0076 in 7.550 ft 0.000 in 0.000 ft D+L 0.0000 In 0.000 ft 0.000 in 0.000 It D+W 0.0076 in 7.550 It 0.000 in 0.000 ft D+L+W 0.0076 in 7.550 ft 0.000 in 0.000 ft Sketches X- Title Block Line 1 Title: Job# ( ' You an changes this area Dsgnc using the'Settings'menu item Project Desc•: and then using the'Truing& Project Notes: Title Block'selection. Title Block Line 6 _ _ Prirtad:9 DEC 2011,2:2DPan_ Cooaft d Settaeft2 ft D==fts%SAAD DATA BACKUP FROM WSECOhaq doFdcdw6 CO 1 C rrt� i®I U rn ENERCALC,INC.1983.2011,BWW-6.11.4.8,Ver.6.0.5.0 Description: COL1 Interaction Diagram Concrete Column P-M Interaction Diagram 475.0 Allowable Moment(k-ft) 427.51 380.0_] 332.5_ 285.0 e� 237.5 _ kn 190.0_ 142.5_ o 95,0 47.5_ -43.8 -87.5 -131.3 -175.0 -218.81 0.0 4.5 9:0 13.5 18.0 22.5 27.0 31.5 38.0 40.5 45.0 Title-Block Line I Title: Job# You can changes this area Dsgnr using the'Settings'menu item Project Desc.: and then using the*Pdnbng& Project Notes: Title Block'selection. Title Block Line 6 Nffba&9-DEC 2011,2:49PM C-Wo=Tob wd SeftpWzWnbZW D=mwb%W DATA BACKUP FROM WSEC5WxM dm*W.ec6 III Concrete Column ENERCALC,INC.1983-2011,BuK-&l 1A8,V11".0.25.0 R� 11- Description: COL4 General Information CalaMons per ACI 318-05,18C 2006,CBC 2007,ASCE 7-05 fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 15.0 ft E_ = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pcf ACI Code Year ACI 318-05 0 0.860 Brace condition for defection(budding)along columns: fy-Main Rebar = 60.0 ksi X-X(width)aids:Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 E-Main Reber = 29,000.0 ksi Y (depth)axis:Unbraced Length for Y-Y Axis buckling=12.0 ft,K=1.0 AIJOW.Reinforcing Limits AS71WA615&aUsed Min.Reinf. = 1.0% Max Reinf. = 8.0% Load Combination 2006 IBC&ASCE 7-05 Column Cross Section Column Dimensions 6.0in high x 16.0in Wide,Column Edge to Rebar y Edge Cover=2.0in 0#8 Column Reinforcing 4-#6.0 bars @ comers, x - _x 0#8 as Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:1,933.33 lbs Dead Load Factor AXIAL LOADS... Axial Load at 15.0 ft above base,D=5.50,L=0.40 k BENDING LOADS... Lat.Uniform Load creating Mx x,W=0.190 kfit DESIGN SUMMARY Loed-corribination -- +1.40D Maximum SERVICE Load Reactions- Location of max.above base 15.0 ft TOP along Y k Bottom along Y k Maximum Stress Ratio 0.03975:1 Top along X-X k Bottom along X k Ratio=(PuA2+MuA2)A.5/(PhiPnA2+PhiMnA2)A.5 Pu= 10.407 k q) *Pn= 259.62 k Mu-x= 0.7706 kit 9 *Mn-x= 19.598k-ft Mwdmum SERVICE Load Deflections... Along Y -0.1026 in at 7.550 ft above base MU-Y= 0.0 k-ft (P*Mn-y= 0-0k-ft for load combination W Only Mu Angle= 0.0 deg Along X-X 0.01n at 0.0 ft above base Mu at Angle= 0.7706 k-ft (pMn at Angle= 19.598 k-ft for load combination Ph&Mn values located at Pu-Mu vector infetsedon mffi capacity curve General Section Inl6nnation 0650 0.850 0 0.80 Column Capacities... p:%Reinforcing 1.375=%*RebalO=k Pnmax:Nominal Max.Compressive Axial Capacity 534.82 k Reinforcing Area 1.760 inA2 Pnmin:Nominal Min.Tension Axial Capacity -105-60 k Concrete Area 128.0 inA2 q)Pn,max:Usable Compressive Axial Capacity 278.10 k (P Pn,min:Usable Tension Axial Capacity -68.640 k Governing Load Combination Results Governing Factored Dist from Axial Load k Dist from Bending Analysis k-ft Stress Ratio Load Corribbidon base ft Pu (P *Pn base ft 8x 8x*Mux (P Mnx By Sy'Muy (p Mny +1.40D 15.00 10.41 259.52 15.00 1.058 0.77 19.60 1.000 0.040 +1.20D+0.50Lr+1.60L+1.60H 15.00 9.56 259.52 15.00 1.053 0.70 19.60 1.000 0.036 +1.20D+1.60L+0.505+1.60H 15.00 9.56 269.52 15.00 1.053 0.70 19.60 1.000 0.036 Tltie Block Line 1 Title: Job# You can changes this area Dsgnr I using the'Settings*menu item Nect Desc.: and then using the Writing& Nect Notes Title Blocle selection. Title Block Line 6 Pdnbad:9 DEC 2011,2-49PM Concrete Column _ . _ __-:Ww tsaWSe � DATA BACKUP FROMWSEc ►y .eCs ENERCALC,INC.1983-2011,Bu(Id:B.11.4.8,Ve:8.0.25.0 Description; COL4 Governing Load Combination Results Governing Factored Dist.from Axial Load k Dist,from Bending Analysis kit Stress Ratio Load Combination base ft Pu W 'Pn base ft Sx S x•Mux cp Mnx Sy Sy'Muy cp Mny +1.20D+1.60Lr+0,50L 15.00 9.12 259.52 15.00 1.050 0.67 19.60 1.000 0.035 +1.20D+1.60Lr+0.80W 15.00 8.92 15.00 1.049 -4.49 1.000 +1.20D+0.50L+1.60S 15.00 9.12 259.52 15.00 1.050 0.67 19.60 1.000 0.035 +1.20D+1.60S40.80W 15.00 8.92 15.00 1.049 -4.49 1.000 +1.20D+0.50Lr+0.50L+1.60W 15.00 9.12 15.00 1.050 -8.98 1.000 +1.20D+0.50L+0.50S+1.60W 15.00 9.12 15.00 1.050 -8.98 1.000 +1.20D+0.50L+0.20S+E 15.00 9.12 259.52 15.00 1.050 0.67 19.60 1.000 0.035 +0.90D+1.60W+1.60H 15.00 6.69 15.00 1.036 -8.86 1.000 Maximum Reactions-Unfactored Note:only non zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 5.500 k L Only k k 0.400 k W Only 1.425 1.425 k k k D+L k k 5.900 k D+W 1.425 1.425 k k 5.500 k D+L+W 1.425 1.425 k k 5.900 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflation Distance Max.Y Y won Distance D Only 0.0000 in 0.000 ft 0.000 in 0.0w it L Only 0.0000 in 0.0w it 0.000 in 0.000 It W Only 0.0000 in 0.000 ft -0.103 in 7.550 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 It D+W 0.0000 in 0.000 ft -0.103 in 7.550 ft D+L+W 0.0000 In 0.000 it -0.103 in 7.550 it Sketches Y j Y - - L lroknq Nmg%JfAm ta0t6gtlalg Y•YMLL rifle Block Une 1 Title: Job# You can changes this area Dsgnr. ` using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes Titre Block Une 6 Printed:9 DEC 2011,249PM - --------------------- — :CD md shg*wft2 Dp � aS M DATA BACKUP FROM WS EC M den ec6 C®PCBete C®I U tn ENERCALC,INC.1983011,SuRd.6.11.4.6,Ver:6.0.MA 1.11 1 Description: COL4 Interaction Diagram Concrete Column P-M Interaction Diagram 325.0 Allowable Moment(k-ft) 292.5-- 260.0_ 227.5 195.0_ 162.5 a� 130.0_ 97.5- o 65.0 Q 32.5 -31.3 -62.5_ -93.8 -125.0 -156.3 .0 3.,0 6:0 910 12.0 15.0 18.0 21.0 24.0 27.0 30.0 Title Block Line 1 Title: Job# You can changes this area Dsgnr Is using the'Settings'menu item Project Desc° and then using the"Printing& Title Block'selection. Project Notes Title Block Line 6 Printed:9 DEC 2011,2.*28PM C O n C rete Column - C:1Doa=*vW Seftp Waal My fbam=faWM DATA BACKUP FROM WMEC5%xm cherrkd ec6 ENERCALC,INC.1983.2011,Bupd:6.11.4.8,Ver.6.0.25.0 Description: C01-9 General Information Calculations per ACI 318 ,IBC 2006,COC 2007,ASCE 7.05 fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 12.0 ft E= = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pcf ACI Cale Year ACI 318-05 x.850 R Brace kxxuiition for deflection(buckling)along columns fy-Main Rebar = 60.0 ksi X X(width)axis:Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=12.0 ft,K=1.0 Allow.Reinforcing Limits ASTMA615B=Used Min.Reinf. = 1.0 Max.Reinf. = 8.0 Load Combination 2006 IBC&ASCE 7-05 Column Cross Section Column Dimensions$.Oin high x 8.0in Wide,Column Edge to Rebar Y Edge Cover=2.Oin Dos 005 Column Reinforcing:4-#5.0 bars @ comers, X- X ss has v Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:773.33 Ibs Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft above base,D=11.30,L=1.960 k BENDING LOADS... Lat.Uniform Load creating My-y,W=0.330 k/ft DESIGN SUMMARY Load Combtnation +1.20D+0.50Lr+0.50L+1.60W Maximum SERVICE Load Reactions.. Location of max.above base 12.0 ft Top along Y Y k Bottom along Y Y k Maximum Stress Ratio 0.7269:1 Top along X X k Bottom along X-X k Ratio=(Pu"2+Mu"2)".5/(PhiPn"2+PhiMn"2)".5 Pu= 15.468 k kp 4 Pn= 21.597 k Maximum SERVICE Load Deflections... Mu x= 1.293 k-ft (1) 'Mn x= 1.730 kit Along Y Y 0.0 in at 0.0 ft above base Mu-y= 11.350 k ft (P'Mn-y= 15.176 k-ft for load combination Mu Angle= 84.0 deg Along X-X 0.1460 in at 6.040 ft above base Mu at Angie= 11.423 k-ft kpMn at Angle= 15.274 kft for load combination:W Only Pn&Mn values located at PU-Mu vectorintersecfion with capacity curve Column Capacities... General Section Information.kp = 0.650 (3 =0.850 g = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 287.78 k p :%Reinforcing 1.938 % Rebar%Ok Pnmin:Nominal Min.Tension Axial Capacity -74.40 k Reinforcing Area 1.240 in^2 kp Pn,max:Usable Compressive Axial Capacity 149.65 k Concrete Area 64.0 in"2 kp Pn,min:Usable Tension Axial Capacity 48.360 k Governing Load Combination Results Governing Factored Dist.from Axial Load k Dist from Bending Analysis k-ft Stress Ratio Load Combination base It Pu dP *Pn base ft 8x S x•Mux dp Mnx By Sy'Muy dP Mny +1.40D 12.00 16.90 105.22 12.00 1.216 1.44 9.53 1.216 1.44 8.94 0.161 +1.20D+0.50Lr+1.60L+1.60H 12.00 17.62 105.22 12.00 1.227 1.51 9.53 1.227 1.51 8.94 0.167 +1.20D+1.60L+0.50S+1.60H 12.00 17.62 105.22 12.00 1.227 1.51 9.53 1.227 1.51 8.94 0.167 Title'Block Line 1 Title: Job# You can granges this area Dsgnr using the"Settings"menu item Project Desc.: and then using the"Printing& Project Wes: Title Block"selection. Title Block Une 6 _ -- Printed:9 DEC 2011,2:28PM Concrete Column :C WwavIs BW s WaWW ft Docutreltt%SAlW DATA BACKUP FROM WsXECMO"ftmicai.e06 ENERCALC,INC.1983.2011,Bufld:8.11.4.8,Ver.8.0.28.0 241 ;`llilriijl� 1. r.�� e Description: COL9 Goveming Load Combination Results Governing Factored Dist from Axial Load k Dist.from Bending Analysis kit Stress Ratio Load Combination base ft Pu rP 'Pn base It Sx S x'Mux cp Mil By Sy'Muy cp Mny +1.20D+1.601-r+0.501- 12.00 15.47 105.22 12.00 1.194 1.29 9.53 1.194 1.29 8.94 0.147 +1.20D+1.60Lr+0.80W 12.00 14.49 37.44 12.00 1.180 1.20 3.06 1.180 5.61 14.31 0.388 +1.20D+0.50L+1.60S 12.00 15.47 105.22 12.00 1.194 1.29 9.53 1.194 1.29 8.94 0.147 +1.20D+1.60S+0.80W 12.00 14.49 37.44 12.00 1.180 1.20 3.06 1.180 5.61 14.31 0.388 +1.20D+0.50Lr+0.50L+1.60W 12.00 15.47 21.60 12.00 1.194 1.29 1.73 1.194 11.35 15.18 0.727 +1.20D+0.50L+0.50S+1.60W 12.00 15.47 21.60 12.00 1.194 1.29 1.73 1.194 11.35 15.18 0.727 +1.20D+0.50L+0.20S+E 12.00 15.47 105.22 12.00 1.194 1.29 9.53 1.194 1.29 8.94 0.147 +0.90D+1.60W+1.60H 12.00 10.87 14.72 12.00 1129 0.86 0.89 1.129 10.73 15.11 0.724 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ TOP @ Bas" @ TOP @ Base D Only k k 11.300 k L Only k k 1.960 k W Only k 1.980 1.980 k k D+L k k 13260 k D+W k 1.980 1.980 k 11.300 k D+L+W k 1.980 1.980 k 13260 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combmahon - Max.X X Defied ion Distance Max.Y Y Deifection Dorm D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 it 0.000 In 0.000 it W Only 0.1460 in 6.040 ft 0.000 in 0.000 it D+L 0.0000 in 0.000 it 0.000 in 0.000 It D+W 0.1460 in 6.040 it 0.000 in 0.000 It D+L+W 0.1460 in 6.040 it 0.000 in 0.000 it Sketches i - f I Y LaoXMpatppX-%AdB L6Wgeb`q Y•YPopO Title Block Line I Title: Job# You can changes this area Dsgnr using the'Settings'menu item Project Desc.: and then using the'Printing& Project Notes: Title Block'selection. Title Block Line 6 Printed:9 DEC 2011,2.28PM r-ftwwts as Seftp1=ftZW D=Mft=W DATA HAOWP FROM Ulu 10 hlec(l Concrete Column ENERCALC,INC.1983-2D11.&M-6.11.4.8,Ved.0.25.� Description: COL9 Interaction Diagram Concrete Column P-M Interaction Diagram 200.0 Allowable Moment(k-ft) 180.0- 160.0- 140.0- 120.0- 100.0_ (D 80.0- 60.0- 40.0- < 20.0- -25.0 -50.0- -75.0_ -100.0 -125. O V 3,4 5J0 6,7 8,4 10.1 11.7 13.4 15.1 16.8 Title Block Line 1 Title: Job# You can changes this area Dsgnr using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Project Notes Title Block Line 6 Primed:9 DEC 2D11.3:00PM Concrete Column :C:W= and SettingsWWRbZ*D=ffwtsWM DATA BACKUP FROM wS1EC I&M dwdc ed In ENERCALC,INC.1983-2011,SM-6.11.4.8,Ved.0.25.0 Description: COL9A General Information Calculations perACI 31805,IBC 2006,CBC 2007,ASCE 7.05 fc:Concrete 28 day strength 4.0 ksb Overall Column Height = 12.0 ft E= = 3,122.0 ksi End Fb* Top&Bottom Pinned Density = 145.0 pcf ACI Code Year ACI 318-05 0.850 (budding)�g R = Brace condition for deflation lwcklin columns fy-Main Rebar = 60.0 ksi X-X(width)axis:Unbraced Length for X-X Axis buckling=12 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=12 ft,K=1.0 Allow.Reinforcing Umits ASTMA6158M Used Min.Reinf. = 1.0 Max.Reinf. _ 8.0 Load Combination 2006 IBC&ASCE 7-05 Column Cross Section Column Dimensions S.Oin high x 8.0in Wide,Column Edge to Rebar Y Edge Cover=2.Oin i Column Reinforcing:4-#5.0 bars @ comers, X X Y Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:773.33 ibs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft above base,D=12.60,L=22.40 k BENDING LOADS... Lat.Uniform Load creating My-y,W=0.330 k/ft DESIGN SUMMARY Load Combination +1.20D+0.50Lr+0.50L+1.60W Maximum SERVICE Load Reactions.. Location of max.above base 12.0 ft Top along Y Y k Bottom along Y-Y k Maximum Stress Ratio 0.9266:1 Top along X-X k Bottom along X-X k Ratio=(PuA2+Mu"2)".5/(PhiPnA2+PhbMnA2)".5 Pu= 27.248 k 9 *Pn= 29.425 k Maximum SERVICE Load Deflections... MU-X= 2.673 kft cp *Mrrx= 2.017 k ft along Y Y 0.0 in at 0.0 ft above base Mu-y= 13.320 k ft 9*Mn-y= 14.480 k-ft for load combination: Mu Angle= 79.0 deg Along X X 0.1460 in at 6.040 ft above base Mu at Angle= 13.586 k ft qMn at Angle= 14.620 k-ft for load combination:W Only Pn 8 Mn values located atPu-Mu vedorintersechon with capaatycunre Column Capacities... General Section Information.(P = 0.650 =0.850 6 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 287.78 k p : Reinforcing 1.938 Rebar°k Ok Pnmin:Nominal Min.Tension Axial Capacity -74.40 k Reinn forcing Area 1.240 bn"2 tp Pn,max:Usable Compressive Axial Capacity 149.65 k Concrete Area 64.0 in"2 (P Pn,min:Usable Tension Axial Capacity -48.360 k Governing Load Combination Results Governing Factored Dist from Axial Load k Dist from Bending Analysis k-ft Strom Ratio Lad Combination base ft Pu N*Pn base ft S x S x*Mux v Mnx By By*Muy cp Mny +1.40D 12.00 16.72 105.22 12.00 1.245 1.63 9.53 1.245 1.63 8.94 0.178 +1.20D+0.50Lr+1.60L+1.60H 12.00 51.89 61.38 12.00 2.201 7.99 10.24 2.201 7.99 9.54 0.844 +1.20D+1.60L+0.50S+1.60H 12.00 51.89 61.38 12.00 2.201 7.99 10.24 2.201 7.99 9.54 0.844 l Title Block Line 1 Title: Job# You can changes this area Dsgnr using the'Settings'menu item Project Desc.: and then using the'Printing& Project Notes Title Block'selection. Title Block Line 6 Printed:9 DEC 2011,3:OOPM ------ -------- concrete column :MoG, and S WadOZW Oocurnetda%W DATA eaCWP FROM wSIECIS Mont l e ENERCALC,INC.1902D11,Bt W.-6.11 A0,Ver.6.0.2&0 Description: COI-9A Governing Load Combination Results Governing Factored Dist from Axial Load k Dist,from Bending Analysis k-ft Stress Ratio Load Combination base It Pu (P 'Pn base ft 6x S x'Mux cp Mnx Sy Sy'Muy cp Mny +1.20D+1.60Lr+0.50L 12.00 27.25 93.41 12.00 1.402 2.67 10.06 1.402 2.67 9.33 0.291 +1.20D+1.60Lr+0.80W 12.00 16.05 39.94 12.00 1.203 1.35 2.86 1.203 5.72 14.23 0.402 +1.20D+0.50L+1.60S 12.00 27.25 93.41 12.00 1.402 2.67 10.06 1.402 2.67 9.33 0.291 +1.20D+1.60S+0.80W 12.00 16.05 39.94 12.00 1.203 1.35 2.86 1.203 5.72 14.23 0.402 +1.20D+O.50Lr+0.50L+1.60W 12.00 27.25 29.43 12.00 1.402 2.67 2.02 1.402 13.32 14.48 0.927 +1.20D+0.50L+0.50S+1.60W 12.00 27.25 29.43 12.00 1.402 2.67 2.02 1.402 13.32 14.48 0.927 +1.20D+0.50L+0.20S+E 12.00 27.25 93.41 12.00 1.402 2.67 10.06 1.402 2.67 9.33 0.291 +0.90D+1.60W+1.60H 12.00 12.04 17.29 12.00 1.145 0.96 0.86 1.145 10.88 15.20 0.706 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Reaction along X X Axis Reaction along Y Y Axis Axial Reaction Load Combination @ Base @ TOP @9M @ TOP @ Base D Only k k 12.600 k L Only k k 22.400 k W Oniy k 1.980 1.980 k k D+L k k 35.000 k D+W k 1.980 1.980 k 12.E k D+L+W k 1.980 1.980 k 35.000 k Maximum Deflections for Load Combinations -Unfactored Loads Lad Combination Max.X-X Deflection Distance Mlax.Y-Y Detiedan Dislm D Only 0.0000 in 0.000 ft 0.000 in 0.000 it L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.1460 in 6.040 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 it 0.000 in 0.000 ft D+W 0.1460 in 6.040 ft 0.000 in 0.000 it D+L+W 0.1460 in 6.040 ft 0.000 in 0.000 ft Sketches q � I b 1 LAObq a�pX-XAYS L-M.OY-YAW 1110 Block Line 1 Title: Job# n !1 You can changes this area Dsgnr. !10 using the°Settings°menu item Project Desc.: and then using the,Printing& Project Notes: Title Block,selection. Title Block Line 6 _ _ _ PdnW:9 DEC 2911,3:99PM — -- - -- C:W=ffaft mW SftUaa W Dow w&ASW DATA BACKUP FROM WMEC5iM crea wi C®0C r�t@ C®0 U Yl ENERCALC,INC.1983-2D11,Btft-6.11.4.8,Vm 8.0.25.0 a.ao a A • • Description: COL9A Interaction Diagram Concrete Column P-M Interaction Diagram 200.0 Allowable Moment(k-ft) 180.0- 160.0- 140.01 120.0_ Ta 100.0 m 80.0 60.0 0 40.0- Q 20.0- -25.0 -50.0 -75.0_ -100.0 -125.W0 11 3A 5,0 61 8A 10.1 11.7 13.4 15.1 16.8 Title Block Line 1 Title: Job# You can changes this area Dsgnr. r} II using the'Settings"menu item Prolect and then using the°Printing& Project Notes: Pile Block'selection. Title Block Line 6 Pr riled:2 DEC 2011,11:34AM Concrete Beare ENERCALC,INC.191 2011,BuAd:6.11.AVer:6.0.25.0 Description Material Properties -_ - _ Calculations per AC1318-05,IBC 2006,CBC 2007,ASCE 7-06 fc 112 = 4.0 ksi Phi Values Flexure: 0.90 fr= f c '7.50 = 474.34 psi Shear: 0.750 W Density = 145.0 pct p 1 = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi s3 E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 ® o 8N .. D(1.5 L 0.5 8"wx32"h Span=29.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=32.0 in Span#1 Reinforcing.... 249 at 3.0 in from Bottom,from 0.0 to 29.0 ft in this span 249 at 3.0 in from Top,from 0.0 to 29.0 ft in this span 248 at 4.250 in from Bottom,from 0.0 to 29.0 ft in this span 248 at 4.50 in from Top,from 0.0 to 29.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self v&gght calculate and added to loads Load for Span Number 1 Uniform Load: D=1.50, L=0.50 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.738: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.170 in Ratio= 2043 Mu:Apples 305.84 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<3ffl Mn°Phi:Allowable 414.52 k-ft Max Downward Total Deflection 0.752 in Ratio= 462 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 14.500ft Span#where maximum occurs Span#1 Vertical Reactions-Unfactored Support notation:Far left Is#1 Load Combination Support 1 Support 2 small MA)0mum 32.738 32.738 D Only 25.488 25.488 L Only 7.250 7.250 D+L 32.738 32.738 Shear Stirrup Requirements Between 0.00 to 10.63 it PhiVc/2<Vu<=Plift,Req'd Vs=Min 11.5.5.1, use stirrups spaced at 14.000 in Between 10.70 to 18.30 it Vu<PhIVdZ Req'd Vs=Not Reqd, use stirrups spaces at 0.000 in BeWeen 18.37 to 28.94 it Ph1/c<Vu, Req'd Vs=7.851, use sf rips spaced at 14.E in Maximum Forces&Stresses for Load Combinations _ Load Combination ---- Location(ft) -- -Bending Stress Results (k ft) Segment Length Span# in Span Mu:MW( Phi'Mnx Stress Ratio MA)(imum BENDING Envelope Span#1 1 14.500 305.84 414.52 0.74 +1.40D Span#1 1 14.500 258.70 414.52 0.62 +1.20D+0.50Lr+1.60L+1.60H T1111i Block Line I Title: Job# ti You can changes this area Dsgnr using the'Settings"menu item Project Desc•: and then using the uPddng& Project Notes: Me BloW selection. Title Block line 6 Pdnted:2 DEC 2011,1 1:MM Concrete Bea rn ENERCALC,INC.1983-2DI 1,BuRd-6.11.4A Verr3.02&0 Desrjiption B-1 Load Combination Location R SendftV Strom Results (k-ft) Segment Length Span# in Span Mu:Max PhrMnx Stress Ratio Span#1 1 14.500 305.64 414.52 0.74 +101)+11.601-p►0501- Span#1 1 14.500 248.02 414.52 0.60 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 14.500 248.02 414.52 0.60 Overall Maximum Deflections-Unfactored Loads Load --Span —Max 13-911 --Location in Span Load Combination Max'-V Dd Location In Span D+L 1 0.7525 14.790 0.0000 0.000 Title Block Line 1 Tide: Job# You can changes this area Dsgnr using the"Settings'menu item Project Desc° and then using the°Printing& Title Block'selection. Project Notes Title Block Line 6 Printed:2 DEC 2011,xn --- ------------------ --- c a =effl ad SeglWft DocesWM DATA BACKUP FROM WSECSban chwdcal.es C®n c rata Beam ENERCALC,INC.1983-2011,BuA &l1.4.8,Ver:8.0.25.0 Description; B-3 Material Properties Calculations per AC1318-05,IBC 2006,CBC 2007,ASCE 7-06 fc trz = 4.0 ksi Phi Values Flexure: 0.90 '- ® o fr= fc *7.50 = 474.34 psi Shear: 0.750 • • W Density = 145.0 pcf S 1 = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 • fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 c o D3.5 L1 D3.5 L1 8"w x 32"h 8"w x 32"h Span=8.0 ft Span=14.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=32.0 in Span#1 Reinforcing.... 248 at 3.0 in from Bottom,from 0.0 to 8.0 It in this span 248 at 3.0 in from Top,from 0.0 to 8.0 It in this span 247 at 4.250 in from Bottom,from 0.0 to 8.0 It in this span 247 at 4.50 in from Top,from 0.0 to 8.0 ft in this span Span#2 Reinforcing.... 248 at 3.0 in from Bottom,from 0.0 to 14.0 ft in this span 2-#8 at 3.0 in from Top,from 0.0 to 14.0 ft in this span 247 at 4.250 in from Bottom,from 0.0 to 14.0 ft in this span 247 at 4.50 in from Top,from 0.0 to 14.0 It in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self right calculated and added to loads Load for Span Number 1 Uniform Load: D=3.50, L=1.0 kilt, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=3.50, L=1.0 loft, Tributary Width=1.0 ft DESIGN SUMMARY ®- • Maximum Bending Stress Ratio = 0.603: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.044 in Ratio= 4358 Mu:Applied -195.50k-ft Max Upward L+Lr+S Deflection -0.002 in Ratio= 87554 Mn*Phi:Aliowrable 324.32 k-ft Max Downward Total Deflection 0.160 in Ratio= 1196 Load Combination +1.20M.50Lr+1.60L+1.60H Max Upward Total Deflection -0.005 in Ratio= 30609 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Vertical Reactions-U nfactored Support notatlon:Far left Is#1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 82.242 22.430 D Only 64.956 17.715 L Only 17.286 4.714 D+L 82.242 22.430 Shear Stirrup Requirements Between 0.00 to 255 ft, Vu<PhlVd2, Req d Vs=Not Reqd,use stirrups spaced at 0.000 in Between 2.59 tD 5.03 ft, PhiVd2<Vu<=PhNc, Req'd Vs=Min 11.5.5.1, use stirrups spaced at 14.000 in Between 5.07 to 12.13 ft, PhiVc<Vu, Raq'd Vs=0.1436, use stirrups spaced at 6.000 in Between 12.20 to 15.00 ft, PhiVd2<Vu<=PhNc, Rod Vs=Min 11.5.5.1, use stirrups spaced at 14.000 in Between 15.07 to 19.53 ft, Vu<PhiVd2, Reqd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 19.60 to 21.93 ft, PhiVd2<Vu<--PhiVc„ Reifd Vs=Mks 11.5.5.1, use stirrups spaced at 14.000 in Title Block Line 1 Title: Job# Yot;can changes this area Dsgnc using the uSettings'menu item Pmject Desc.: and then using the"Printing& Pnject Notes: Title Block"selection. Title Block Line 6 Nnfed:2 DEC 2011,2:45PM C:D=M*wd SWmpWWWft Mwwb%SW DATA BACKUP FROM WMEWbs"dwrkd ed- Concrete Beam ENERCALC,INC.1983-2011,BiM.6.11.4.8,Ver6.0.25.0 jwW.-Maylyffe - Description: B-3 Maximum Forces&Stresses for Load Combinations Load Combination Spant Location(ft) Bending Stress Resub (k-ft) Segment Length in Span Mu:Max PhrMnx S11888 Raft MAXhnurn BENDING Envelop Span#1 1 7.962 -193.64 324.32 0.60 Span#2 2 8.000 -195.50 32432 0.60 +1.40D Span#1 1 7.962 -166.75 324.32 0.51 Span#2 2 8.000 -168.35 324.32 0.52 +1-20D40.50Lr+1.60L+1.60H Span#1 1 7.962 493.64 324.32 0.60 Span#2 2 8.000 495.50 324.32 0.60 A.201)+11.601-f40.501- Span#1 1 7.962 -158.78 324.32 0.49 Span#2 2 8.000 -160.30 324.32 0.49 +1.20D+0.50LrA.50L+1.60W Span#1 1 7.962 -158.78 324.32 0.49 Span#2 2 8.000 -160.30 324.32 0.49 Overall Maximum Deflections-Unfactored Loads uadcwmbinahal- --- - - - -- Span Deb Location In Span Load GmUnafion Max"+"Deft Location In Span D+L 1 0.1605 0.000 D+L -0.0015 8.233 D+L 2 0.0139 9.100 D+L -0.0055 1.633 Title Block Line 1 Tide: Job# You can changes this area Dsgnr. 2"S using the"Settings!menu Rem Project Desc.: and then using the'Printing& Ned Notes: Title Block'selection. Title Block Line 6 Pdntad:2 DEC 2011,2:47PM c c:Zwxmb oW SeWngs'V=ftZMy DommientsWK)DATA BACKUP FROM WMEC5WxM Concrete Beam ENERCALQ INC 1M2D11,Bdd*6.IIA6,Ver6.02&0 Description: B4 Material Properties CalcukWons per ACI 318-05,IBC 2006,CBC 2007,ASCE 7-05 fc 1/2 4.0 ksi Phi Values Flexure: 0.90 fr= fc *7.50 = 474.34 psi Shear: 0.750 • W Density = 145.0 pcf 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 fy-Main Rebar = 60.0 W, Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 sid 130.85 L(O.5) D(1.8 U(0.5 8"wx32"h 8"wx32"h Span=8.0 ft Span=14.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=32.0 in Span#1 Reinforcing.... 247 at 3.0 in from Bottom,from 0.0 to 8.0 ft in this span 247 at 3.0 in from Top,from 0.0 to 8.0 It in this span 245 at 4.250 in from Bottom,from 0.0 to 8.0 It in this span 245 at 4.50 in from Top,from 0.0 to 8.0 ft in this span Span#2 Reinforcing.... 247 at 3.0 in from Bollorn,from 0.0 to 14.0 It in this span 247 at 3.0 in from Top,from 0.0 to 14.0 it in this span 24 at 4.250 in from Bottom,from 0.0 to 14.0 ft in this span 245 at 4.50 in from Top,from 0.0 to 14.0 it in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self welobt calculated and added to loads Load for Span Number I Unffbrm Load: D=1.850, L=0.50 k/ft, Tributary Width=1.0 It Load for Span Number 2 Uniform Load: D=1.850, L=0.50 kfit, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.488:1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.026 in Ratio= 7246 Mu:Applied -106.54k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 218.25 Ik-ft Max Downward Total Deflection 0.074 in Ratio= 2594 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.002 in Ratio= 88492 Location of ma)dmum on span 0,000ft Span#where maximum occurs Span#2 Vertical Reactions-Unfactored Support notation:Far left Is#1 Load Combbialim Support I Support 2 Support 3 Overall MA)arnurn 45.077 12294 D Only 36.434 9.937 L Only 8.643 2-357 D+L 45.077 12294 Shear Stirrup Requirements Between 0.00 to 4.15 ft Vu<PhiVdZ RWd Vs=Not Reqd, use Onips spaced at 0.000 In Between 4.19 to 13.07 fl, PhIVd2<Vu<--Ph[Vr, Recfd Vs=Min 11.5.5.1. we StIm"spaced at 14.000 In Between 13.13 to 21.40 fl; Vu<PWdZ Retfri Vs=Not Reqd, we stirrups spaced at 0.000 In Between 21.47 to 21.93 it, PhlVc/2<Vu<--Ph1W Reifif Vs=Min 11.5.5.1, use stirrups spaced at 14.000 In Maximum Forces&Stresses for Load Combinations Title Nock Line I Title: Job# You can changes this area Dsgnr using the uSettinge menu Rem Project Desc•: and then using the'Printing& Project Notes: Title Blocle selection. Title Block Line 6 Pdrftd:2 DEC 2011,247PM Concrete Beam c:Wowm*wW SeftpWWaZMy DoasneftlSAAD DATA BACKUP FROM WSEC65ftq ew, I ENERCALC,INC 1983-2D1 1,BLdW6.11.4.8,Ver6.02&0 IRA Description B4 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Lenp Span# In Span Mu:Max Phi Stress Ratio MA)Gmum BENDING Envelope Span#1 1 7.962 405.53 218.25 0.48 Span#2 2 8.000 -106.54 218.25 0.49 +1.40D Span#1 1 7.962 -93.53 218.25 0.43 Span#2 2 8.000 -94.43 218.25 0.43 +1.20W.50Lr+1.60L+1.60H Span#1 1 7.962 -105.53 218.25 0.48 Span#2 2 8.000 -106.54 21825 0.49 +1.20D+1.60Lr.+0.50L Span#1 1 7.962 -88.09 218.25 0.40 Span#2 2 8.000 a.94 21825 0.41 +120D+0.50Lr+0.50L+1.60W Span#1 1 7.962 -88.09 218.25 0.40 Span#2 2 8.000 -88.94 21825 0.41 Overall Maximum Deflections-Unfactored Loads Lad Combination Max.i-iDefi- Location In Span Load Combination Max I-V Defi Location In Span D+L 1 0.0740 0.000 D+L -0.0006 8.233 D+L 2 0.0081 9.100 D+L -0.0019 1.167 sf- (7j f 2-1 Ar /7 cl � `- 'a- b � G.r� � �"' x.90,3 ,� t/ .--• 1 C j> _,c=�a '3 x x- J I 1 . i nod mac_ ]PUMN Deft J 0 L ;,4 0 3 0 3 a� 3�,3 ��J a� �' t r� '� v f 3�, -C1v ✓ J'�� 7,1 C tt Lev NQ lO Y z.- Microsoft Current Dab:1217/201212:57 PM Units system:English File name:C:\ProgramDataXBentley\EngineadngiRAM ElementsiData\F-1 BARRY.ftd1 Design Resuils Reinforced Concrete Footings A GENERAL INFORMATION: Global status Oh Design Code ACI 31 8-2005 Footing type Spread Column type Concrete Geom trve v 12 in ft n 1.5 ft J1 3 ft 211 211 4 f pop Pagel Length 4.00[ft] > 0 Width 3.00[ft] Thickness 1.00[ft] Base depth 5.00[ft] Base area 12.00[ft2] Footing volume 12.00[ft] Column length 8.00[in] Column width 24.00[n] Column location relative to footing g.c. Centered Materials Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kiprn2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus : 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] Soil Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.11 [Kip/ft3] Footino reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 445 @ 10.00" Bottom reinforcement N to B(zz) 545 @ 10.00" (Zone 1) Load conditions to be Included in desl an Service loads: SC1 DL+LL Design strength loads: DC1 1.2DL+1.6LL Loads Condition Axial Mxx Mzz Vx Vz KPl [gip"ftl [wp"fl [Kip] [wpl DL 12.50 0.00 0.00 0.00 0.00 LL 1.68 0.00 0.00 0.00 0.00 RESULTS: Status OK I Soil.Foundation interaction Allowable stress 2E03[Lb/ft2] Min.safety factor for sliding 1.25 Min.safety factor for overturning 1.25 Controlling condition SC1 Paget Condition qmean gmax Amax Area In compression Overtumina FS [Lbfft2] [Lbift2] [in] [ft2] (%) FSx FSz slip SCI 1.33E03 1.33E03 0.0799 12.00 100 1000.00 1000.00 1000.00 Ben in Factor 0.90 Min rebar ratio 0.00180 Development length Axis Poe. Id Ihd DWI Dist2 [in] [in] [in] [inl zz Bot. 18.32 6.41 27.00 27.00 xx Bot. 17.17 6.01 17.00 17.00 Axis Pos. Condition Mu �*Mn Asr+eq Asprov AsreWAsprov MLd(O*Mn) [Kip"ft] [Kip`ft] [in2] [In2l zz Top DCI 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot. DC1 6.14 46.22 0.78 1.24 0.627 0.133 xx Top DCI 0.00 0.00 0.00 0.00 0.000 0.000 �7 xx Bot. DCI 0.74 53.59 1.04 1.55 0.669 0.014 �1 Shear Factor 0.75 Shear area(plane zz) 2.17[f1:2) Shear area(plane xx) 2.69[ft2] Plane Condition Vu Vc VW(+*Vn) [Kip] RUN xy DCI 0.00 42.39 0.000 yz DC1 4.17 34.26 0.162 C�7 Punchina shear Perimeter of critical section(b... 8.13[ft] Punching shear area 5.67[ft2) Column Condition Vu Vc VW(+*Vn) [Kiel [Kip] column 1 DCI 12.26 149.08 0.110 Notes •Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. •The required flexural reinforcement considers at least the minimum reinforcement Page3 3x,- , I Microsoft Current Date:12/7/201212:42 PM Units system:English File name:C:\ProgramData\Bentley\Engineering\RAM Elements\Data\F4.ftd\ union 110=113 1 Reinforced Concrete Footings GENERAL INFORMATION: Global status OK Design Code AC131 8-2005 Footing type Spread Column type Concrete 18 in 5•fi f� r� 3 f Eft t 3 f p 3 f 3 f Pagel 33 Length 6.00[ft] Width 6.00[ft] Thickness 1.50[ft] Base depth 5.00[ft] Base area 36.00[ft2] Footing volume 54.00[ft3] Column length 8.00[in] Column width 36.00[in] Column location relative to footing g.c. Centered Materials Concrete,fc 3.00[Kipfin2] Steel,fy 60.00[Kip/in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kipin2] Steel elasticity modulus : 29000.00[lCplln2] Unit weight 0.15[Kipfft3] Soil Modulus of subgrade reaction 200.00[Kip=] Unit weight(wet) 0.11 [Kip/ft3] Footino reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 846 @ 9.00" Bottom reinffternent//to B(zz) 846 @ 9.00" (Zone 1) Load conditions to be included In deslan Service loads: SC1 DL+LL Design strength load: DC1 1.2DL+1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip'ftl Kp"ftl [Kip] [Kip] DL 45.70 0.00 0.00 0.00 0.00 LL 13.95 0.00 0.00 0.00 0.00 RESULTS: Status OK So1LFoundation iMaractlon Allowable stress 21203[Lbtft2] Min.safety factor for sliding 1.25 Min.safety factor for overturning 1.25 Controlling condition SC1 1age2 - 3q Condition qmean gmax Amax Area In compression Overturnina FS [Lb/ft2l [Lb/ft2] [in] [ft2] N FSx FSz slip SC1 1.88E03 1.88E03 0.113 36.00 100 1000.00 1000.00 1000.00 Bendlna Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd DisM Dist2 [in] [in] [in] [in] zz Bot. 21.78 7.62 15.00 15.00 xx Bot. 21.78 7.62 29.00 29.00 Axis Pos. Condition Mu �*Mn Asreq Asprov Asreq/Asprov Mu/(�*Mn) "ftl [wp*ftl [in2] [1n2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot. DC1 45.72 222.55 2.33 3.52 0.663 0.205 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 �7 xx Bot. DC1 14.47 210.67 2.33 3.52 0.663 0.069 hear Factor 0.75 Shear area(plane zz) 7.31 [ft2] Shear area(plane xx) 6.94[ft2] Plane Condition Vu Vc Vu/(�*Vn) [Kip] KIP] xy DC1 4.42 109.43 0.054 yz DC1 18.62 115.35 0.215 Punchina shear Perimeter of critical section(b... 12.08[ft] Punching shear area 14.35[ft2] Column Condition Vu Vc Vu/(�Vn) [Kip] [Kip] column 1 DC1 60.52 326.94 0.247 j Notes •Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. •The required flexural reinforcement considers at least the minimum reinforcement Page3 5j--- Microsoft Current Date:12/71201212:45 PM Units system:English File name:C:%ProgramData�BentleylEngineering\RAM Elements\Data%F-5.ftdi Bulge linens Reinforced Concrete Footings GENERAL INFORMATION: Global status OK Design Code ACI 31 8-2005 Footing type Spread Column type Concrete Gagmeby fi u ' A 13 in 5ft s 2.5 ft '' N" t' ¢ 5 f s� 2.5 ft 2.5 It 2.5 ft x Lft Pagel Length 5.00[ft] Width 5.00[ft] Thickness 1.08[ft] Base depth 5.00[ft] Base area 25.00[ft2] Footing volume 27.08[ft3] Column length 8.00[in] Column width 36.00[in] Column location relative to footing g.c. Centered Materials Concrete,f 3.00[Kipfin2] Steel,fy 60.00[Kip/iin2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] Soil Modulus of subgrade reaction 200.00[Kipt t3] Unit weight(wet) 0.11 [Kip/ft3] Footing reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 745 @ 9.00" Bottom reinforcement U to B(zz) 746 @ 9.00" (Zone 1) Load conditions to be Included in design Service loads: SC1 DL+LL Design strength loads: DC1 1.2DL+1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] KiP'ft] [Kjp*ft] KP] KP] DL 31.80 0.00 0.00 0.00 0.00 LL 7.50 0.00 0.00 0.00 0.00 RESULTS: status OK Soll.Foundatlon Interaction Allowable stress 2E03[Lbfft2] Min.safety factor for sliding 1.25 Min.safety factor for overturning 1.25 Controlling condition SCI Paget Condition gmean qmax Amax Area In compression Overtumina FS [Lbw] [LbMO] [in] [f:2] (%) FSx FSz slip SCII 1.73E03 1.73E03 0.104 25.00 100 1000.00 1000.00 1000.00 Bendina Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dha [in] [in] [in] [in] zz Bat. 17.72 6.20 45.00 45.00 xx Bot. 17.72 6.20 23.00 23.00 Axis Pos. Condition Mu �*Mn Asreq Asprov Asreq/Asprov Mu/(O*Mn) [Kip*ft] [KiP*ftl pn2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot DC1 23.55 90.44 1.40 2.17 0.647 0.260 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 xx Bot. DC1 5.02 84.34 1.40 2.17 0.647 0.059 Shear Factor 0.75 Shear area(plane zz) 4.04[ft2] Shear area(plane xx) 3.78[ft2] Plane Condition Vu Vc Vu/(O*Vn) [Kip] [Kip] xy DC1 2.46 59.56 0.055 yz DC1 13.64 63.67 0.286 Punchina shear Perimeter of critical section(b... 10.46[ft) Punching shear area 8.17[ft2] Column Condition Vu Vc Vu/(O*Vn) [Kip] [KiP] column 1 DC1 39.18 186.17 0.281 Notes *Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. *The required flexural reinforcement considers at least the minimum reinforcement Page3 i e , W S i Microsoft Current Date:12171201212:49 PM Units system:English File name:C:1 ProgramDataUkmtley\Engineering\RAM Elements\Data ftd\ Design Bests Reinforced Concrete Footings r'(P GENERAL INFORMATION: Global status OK Design Code ACI 318-2005 Footing type Spread Column type Concrete Geom try fl fl v 12 in 41 ft ° 2ft a 4 ft 2ft 2ft 1 2ft x Oft Pagel Length 4.00[ft] Width 4.00[ft] Thickness 1.00[ft] Base depth 5.00[ft] Base area 16,00[ft2] Footing volume 16.00[ft3] Column length 8.00[in] Column width 36.00[in] Column location relative to footing g.c. Centered Materials Concrete,fc 3.00[Kipfin2] Steel,fy 60.00[Kip/in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus : 29000.00[Kip/in2] Unit weight 0.15[Mp/ft3] soil Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.11 [Kip/ft3] Footlna reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 645 @ 10.00" Bottom reinforcement U to B(zz) 545 @10.00" (Zone 1) Load conditions to be included in desion Service loads: SCI DL+LL Design strength loads: DC1 1.2DL+1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [wp"ft] [Kip] "I DL 21.80 0.00 0.00 0.00 0.00 LL 4.50 0.00 0.00 0.00 0.00 RESULTS: Status OK Soll.Foundatfon Interaction Allowable stress 2E03[Lb/ft2] Min.safety factor for sliding 1.25 Min.safety factor for overturning 1.25 Controlling condition SC1 Paget Condition qmean qmax Amax Area In compression Overtuming FS [Lb/ft2] [Lb/ft2] [in] [ft2] M FSx FSz slip SC1 1.79E03 1.791203 0.108 16.00 100 1000.00 1000.00 1000.00 Bendina Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Distt Dist2 Fin) [in] Fin] fin] zz Bot. 18.32 6.41 39.00 39.00 xx Bot. 18.32 6.41 17.00 17.00 Axis Pos. Condition Mu �*Mn Asreq Asprov, AsreglAsprov Mu/(�*Mn) [KIP"ftl [Kip*ft] [fn2] Gn2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 C� zz Bot DC1 11.58 57.95 1.04 1.55 0.669 0.2001 roc Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 xx Bot. DC1 1.04 53.59 1.04 1.55 0.669 0.019 Shear Factor 0.75 Shear area(plane zz) 2.90[ft2] Shear area(plane roc) 2.69[ft2] Plane Condition Vu VC Vu#*Vn) [Kip] [Kip] xy DC1 0.00 42.39 0.000 yz DC1 7.86 45.68 0.229 L Punching shear Perimeter of critical section(b... 10.13[ft] Punching shear area 7.07[ft2] Column Condition Vu VC Vu/(�Wn) [Kip] [Klpl column 1 DC1 22.84 161.01 0.189 Nom •Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. •The required flexural reinforcement considers at least the minimum reinforcement Page3 SNoR�s eve. Miami Shores Village Building Department R 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We)have been retained by &CLAW)' - to perform special inspector services under the Florida Building Code at the project on the b listed structures as of (date).I am a registered arwct rofessional engines licensed in a State of Flori a. PROCESS NUMBERS: • SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(84404.6.1.20) • S ECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.1724.2(84409.6.17.2.4.2) SAP CIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) C� PECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(84404.4.3.1) U-1MECIAL INSPECTOR FOR PRECAST UNITS 8 ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR i Note:Only the marked boxes apply. The ��,fNNU wing individual(s)employed by this firm or me are aut orized representatives to perform inspection 1. r1._k A;9Z C 2. 3. Z 4._ *Special Inspectors utili ng authorized representatives shall ins the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment thos rtio of the pro'ect outlined above meet the intent of the Florida Building Code and are in substa accordance a roved pr�A Sig ed a d rxKt9 �S L— ,C '4t-Z..1 TO Address Q©f AV,; T `��l o'f 33 DATE: Phone No r Created on 6/10/2009 I i I -7 6o ini o.®. ,° Miami Shores Village rte-- •�►�� Building Department R1Dp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by Synalovski Romanik Saye to perform special inspector services under the Florida Building Code at the Barry University project on the below listed structures as of 12/18/12 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.120(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(84409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122A(R4407.5A) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 22182(84408.5.2) 9 SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(84404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection I, Juan Mendez 2 Mark Sharman 5. Eddie Ramos 3. Gustavo Acevedo 4. Sam Albaz 6. Juan Rodriguez *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I,(we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Ins ' by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the a n completion of the work under each Building Permit I will submit to the Building Inspector at the time of �� rl 'Irisp c 11, r• ed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and 4Z t, 81d a ) m e ��partions of the project outlined above meet the intent of the Florida Building Code and are in s'Ub�st�tial �;.c�a�vlji approved plans. Si 48 a a ed = Engineer/Arch ect ° Name Pau H. Danforth, P.E. #44653 AT GFA International, Inc. (P ' s W '� •• 1� ,•°� �4s Address 2_15 Wall ace Drive. Del ray Beach, FL 33444 �� •�`""•" •• �b�s 561-347-0070 Phone No. Created on 6/10/2009 6 RECEIVED JUN 0 0 2012 MANUEL SYN ALO KI ASSOCIATE , JUNE 079 2012 REPORT OF GEOTECHNICAL EXPLORATION & ENGINEERING ANALYSIS FOR MANUEL SYNALOVSKI ASSOCIATES BARRY UNIVERSITY PHYSICAL SCIENCE BUILDING BARRY UNIVERSITY 11300 NE 2nd AVENUE MIAMI SHORES, FLORIDA DADE COUNTY, FLORIDA I ' EASTCOAST TESTING & ENGINEERING, INC. 41W North Powerline Rd-Suite G-1 4361 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL)-Dade(954)972.7645 (954)972 SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET June 07,2012 Report of Engineering Evaluation for Manuel Synalovskl Associates Project :Proposed Addition-Barry University Physical Science Building Location:Barry University 11300 NE 21 Avenue Miami Shores,Florida Dade County,Florida To Whom It May Concern, As per your request EastCoast Testing&Engineering, Inc.performed the standard penetration test borings at the above reference location as requested. The purpose of this investigation was to provide Information concerning the site and subsurface conditions in order to provide site preparation and foundation design recommendations forsupport of the Proposed construction. This reportpresents ourfindings and foundation recommendations. We understand that plans and information with regards for this project consist of a new addition and remodel for the Physical science Building at Bang University consisdng of reinforced block masonry walls and conventional concrete Elevations for the test boring's were not provided at the time of our subsurface oxptoration. Final floor elevations for the proposed structure's were not furnished. We assume the site will not require more than 1.0- 3.0 feet of engineered fill for final construction grades. STANDARD PENETRATION TEST BORINGS The test boring locations were determined by our client and drill supervisor and are Indicated on the test boring report togs'and topographic survey. A review of our test borings Indicates the upper level of subsoils are comprised of loose organic sands with some root to a depth of approximately+/-1.0 feet below the existing surtace grade elevation. Below these surface soils we disclosed layers of fine-medium grained sands, and fine-medium grained sands with some limestone fragments In a very loose to loose compaction condition to+1-5.5 feet below grade Test boring number two discovered a stratum of loose clayey sand with some limestone fragments,(lowpiastIclty)from+1-3 5-6.5 feetbelowgrade Underlying these substratums were multifarious layers of fine-medium gratnedsands and limestone fragments with some cemented sands and shell which varied from a loose to a dense state of relative consolidation which continued to-13.0 feet below the existing surface grade elevation. From this depth our borings encountered layers of fine-medium grained quartz sands In a loose to a moderately dense consolidation state which extended to-20.0 feet: This medium dense sand formation terminated our subsurface exploration at 20.0 feet max/mum penetrations. THRESHOLD/SPECIAL INSPECTIONS BORINGS DENSITY CONCRETE ASPHALT ETC A"GEO TECHNICA L TESTING LAB" �J t� EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd-Suite G-9 4361 Okeechobee Blvd-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL)-Dade(954)972.7645 (954).972.SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@a BELLSOUTH.NET Page#2. Lab#5001722 11300 NE 2ND Avenue Miami Shores,Florida The results of our subsurface study confirm that the site is favorable for shallow foundations usinggeotechnicai considerations. Existing subsurface conditions can support construction designed for support for a net allowable soil bearing capacity of 2000 pounds persquare foot. The proposedstructure maybe supported on shallowfoundations Detailed recommendations follow In the remaining sections of the report In order to prepare the site to support new construction designed fora net allowable soil bearing capacity of 2000 psf, we recommend the following procedures be implemented. 1. The proposed buildingpod areas and all newfoundation elements shall be cleared, grubbed,and"de-mucked"to a minimum depth of3 0feetplusa minimum horizontal distance of three feetoutside thepedmeter. Careshould be taken so as to Insure the complete removal of all deletedous materials encountered including any topsoil,construction debris,asphaltic concrete, concrete, organics, grass, rubble, vegetation, stumps, roots, foreign material, debris,silts,clay's or muck. 2. Once this has been Inspected and approved compact the bottom of the excavated area with twenty,(perpendicular)overlapping passes In each of two directions with a single smooth drum vibratory roller,(3-5 metric tons oriarger)until the bottom 24"of the excavation have been compacted In excess of 98%of the material's modified maximum dry density as per AASHTO T-180. Field density-moisture tests and/or cone penetrometer tests shall be performed to verify the resultant compaction effort prior to the next phase of construction. Densification shall continue until no further settlement can be visua& discerned at the subgrade surface Each pass of the rollershould overlap the preceding pass by one half of the width of the vibratory drum. Maximum speed of the roller should be two feet per second. For Optimum compaction efficiency we recommend that the soils be within+/-2%of optimum moisture at the time of denslficadon. Care must be exercised by the contractor during the excavation and compaction phase of construction. The close proximity of existing foundations to the construction boundaries necessitates that he utilize whatever means necessarily to insure the stability of any existing foundations during construction. 3 Once this has beenachfevedand vedfiedbyageotechnica lrepresentativefrom this office or by the project engineer the proposed building pad area may be brought to construction grade utilizing clean a granular flll. The construction flit may be placed In lifts not to exceed twelve Inches in compacted thickness. Each lift should be compacted to a minimum density of 98•/of the matedaPs modified proctor density as per AASHTO T-180. Clean granular flits shall be construed to mean granular material containing no more than 5% by weight organic and clayey matter and no man-made debris. It shall be free of vegetation, foreign material,roots,fiber, branches,leaves,and should not contain any rock and gravel larger than 3 Inches or 50A of the compacted layer thickness. I THRESHOLD/SPEWL INSPECTIONS.BORINGS.DENSITY CONCRETE ASPHALT ETC A"GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powedine Rd-Suite G-1 4361 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL)-Dade(954)972.7645 (954).972.SOlt FACSIMILE#954-9718872 ESTABLISHED 1981 ETE @BELLSOUTH NET Page#3. Lab#5001722 11300 NE 2 d Avenue Miami Shores, Florida 4. Suitable materials for use as backflll consist of the following; GW, (well graded gravel,and well-graded gravel with sanao GP,(poorly graded gravel and poorly graded gravel with sand)SW,(weligraded sana7 or SP,(poodygraded sand). Suitable materials excavated and stockpiled at the site may be reused for backfill within the foundation after tested for approval by the en-alneer. Following and during the clearing and excavation stage Me area shall be witnessed by an inspector from this laboratory or by the engineer for approval prior to in situ densiflcation. The excavated surface and each 12"compacted lift of on site or Imported fill material within the footing and slab areas shall be tested to within 98•/of the Soils Modifled Maximum Dry Density as per AASHTO DESIGNATION T-180 and verified with field density-moisture relationships. No vibration shall take place In tite vicinity of any existing structure as this may cause localized damage to nearby structures. Footing embedment shall be of sufficient depth below the adjacent grade so as to comply with all local and area building codes. Minimum footing widths of 24"and 36"are recommended forcontinuous walifoodngs and individual column pads respectfully,although theymaynot develop the fullallowablebearing pressures. Footing dimensions,howevercan be determined by the architect and/or structural engineer with respect to the actual design loads. To assure a safety factor against bearing capacity failure, the foundation bottoms should be placed a minimum of 18 Inches below the lowest adjacent grade. Foundation elements may be designed as Isolated footings or as a monolithic type of foundadoWslab system,as long as ample consideration is given to the increased shear stresses Inherent in monolithicsystems ettheslab to footinginterfaces. Surface compaction speciflcadonsshall be verified utilizing In place density tests at the frequency of one testper1001fof wall footing, and one test per column pad, Slab areas and undisturbed pad lifts may be tested at the frequency of two tests per 2500 sf.,but in no case less than three per lift Reinforcement for footings should be proportioned to meet the requirements ofAC1318,latest edition,and other applicable codes. Stab-on-grade construction may be employed for the ground floor of the building. Ground floor slabs can bear directly on the densifled structural flit after the backflll and compaction operations havebeen completed. Properjointsshall be provided et thejunctions of the slabs with the building walls and columns so that a small amount of Independent movement can occur without causing damage. A modulus of subgrade value of 150 pounds per cubic Inch(pc j may be used for ground floor slab design. Foundations designed and constructed In accordance with the recommendations of this report are expected to sustain a maximum total settlement of 1 inch and differential settlements between adjacent footings of not more than%inch or approximately one-half of the total settlement Distortions that occur along the wall footings due to dihierendal settlement should not be more than one in 500. THRESHOLD/SPECIAL INSPECTIONS,BORINGS.DENSITY, CONCRETE ASPHALT ETC A"GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC 4100 North Power/lne Rd.-Suite G-1 4361 Okeechobee Blvd-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7648(SOIL)-Dade(954)972.7645 (954).972.SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page#4. Lab#5001722 11300 NE 2'm'Avenue Miami Shores,Florida An Impervious membrane should be installed between the underside of the floorslab and the soli substrate to serve as a bander to moisture rises from the subgrade. Ordinarily, a 6-mll ihickflim ofpo lyethyleneissufflcientforthis purpose. However,some floorcoverings may have a comparatively sensitive tolerance to moisture flux that a thin polyethylene fllm cannot suppress. Under these conditions,other types of moisture membranes may need to be considered. The natural ground water table was found at +1-10'6%11'0" at the time of our subsurface exploration. Fluctuation,however In the groundwater levels should be expected due to rainfall variations,seasonal climatic changes,construction activity and other on site speciflc factors. The Standard Penetration Test ASTM D-1586 The StandardPenetration Testis themostcommonlyempioyedtool udlizedtoidentify In-situ subsurface soil conditions. The "N" values obtained from the boring provide an accurate estimation of internal soil characteristics such as relative density, internal shear strength,angle of Infernal friction,and the approximate range of the soil's unit weight These "N"values mpresent the resistance of 2-inch diameter split spoon sampler driven by a 140- pound hammer free falling 30 Inches. Each drive of the 24 inches long spilt spoon is divided into foursbc inch increments. The second and third increments are totaled to produce the"N" value found on your report The Standard Penetration Test also allows for the recovery of soil samples which are retumed to our laboratory and visually examined and class fled. The SPT samples are available foriaborato y testing if requested. Samples are generally held for30-90 days unless otherwise directed by the client An approximate ground water table is obtained from the borehole upon completion of the drilling procedures. This watertable is useful in the general evaluation ofpardbularsoll conditions, and may give the contractor some Insight into what can be anticipated during construction. It should be noted that the ground water level will fluctuate seasonally. This level may also be affected by local dnrwdowns, soil conditions, and the watersheds contribution to the underlying aquifer. Itshouid notbe consiued to be a measure of the soil's permeabllity,or of the dewatedng characteristics of the site Although the standard penetration test is one of the most reliable methods used to Identify soil characteristics and types,it may only represent a small fraction of the materials actuallydeposited atthesite Asia common Industrypractice,wehaveassumeda uniformity ofa profllebehmen borings to provideasubsoiiproflle forengineedngpurposes. This profrle Is strictly based on the data obtained from the borings,and If unusual or vary/ng conditions are found we should be notified Immediately. THRESHOLDISPECIAL INSPECTIONS,BORINGS,DENSIT!!CONCRETE ASPHALT ETC A"GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd-Suite G-1 4361 Okeechobee Blvd-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL)-Dade(954)972.7645 (954).972.SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page#5. Lab#5001722 II 11300 NE 2°°'Avenue Miami Shores,Florida A test Is expressly representative of the immediate loca#on tested,and the reliability of the conclusions is a direct result of the quantity of tests performed. Any variation in location may reveal similarly some changes in the depth,thickness,texture,and conditions of the stratum encountered. Unless specificallystated otherwise,and specifically directedend prearranged by the client, all elevations are taken with respect to the existing ground surface at the time of testing. Boring locations are usually obtained in the field by pacing off distances and approximating right angles to landmarks and properly comers More precise locations may be obtained from on site surveys and placement of the boring locations by a Land Surveyor, Registered In the State of Florida. These services are provided at additional costs and are beyond the scope of this report The data presented herein was obtained forthe speciftpurposes stated In this report and should not be misconstrued to apply to any other circumstance,project orancillary use unless so specified and addressed by the engineer of record. Thank you for using EASTCOAST TESTING AND ENGINEERING, INC, for your geotechnical needs. Should you needfurtherassistance with this orany otherprojec4 please contact this office. Respectfully$ubmilted; EASTCOAST TES77NG&ENGINEERING,INC. Certification of Authorization#3425 �it.�► - 6-�°�Z Etienne Prophete V.P.,P.E.#44316 Craig Smith,President State of Florida t:ldatelwpdocslsptt5M721manuel synakvsM.et THRESHOLD/SPECIAL INSPECTIONS.BORINGS,DENSITY CONCRETE ASPHALT ETC A"GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC 4100 North Powerline Rd.-Suite!s-1 4361 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL)-Dade(954)972.7645 (954).972.SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Jill ?. CVO: C.O.D.: PO#: LABORATORY NUMBER: 5WI722A OFFICE FAX# 954-971-8872 BORING NUMBER. 1 CLIENT: MANUEL SYNALiF ASSOCIATES CUSTOMER#. PROJECT: PROPOSED ADWM-BARRYUNWSMTYPHYSICAL SCIENCE BURDING CREW CHIEF. H.E. PROJECT LOCATION: BARRY UNIVERSITY@ 11300 NE 2nd AVENUE-M1AM SHORES DRILLER: I.A. BORING LOCATION: APPROX SE CORNER OF PROPOSED ADDITION-AS MARKED DRILL RIG#: F350 GROUNDWATER.- 110" DATE: 6105/12 ELEV:UNFURNISHED CASING: 3" NOTE:SURVEY NOT GIVEN UNLESS NOTED. B.BG.BELOWE:as M GRADE LOCAHONSAWAPa MUNLM STAKED DEPTHI SAMPLE BORING NUMBER: 1 PAGE NUMBER: 1 SPT FEET NUMBER VISUAL SOIL CLASSIFICA77ONlAASHTO M1451ASTMD2487 DEPTH N VALUES SLOWS PER 6" 1 DARK GRAYISH BROWN ORGANIC SAND SOME ROOT TRACE UMESTONE 0.0-1.01 HAND A 2 . 3 HAND A 4 5 6 2 7 3 PALE BROWN FINE-MEDIUM GRAINED SAND&LIMESTONE FRAGMENT 5.5-10.0' $ 10 9 4 PALE BR WX FINE411EDIUM GRAINED SAND&LIMESTONE 10.0-13.0' 10 FRAGMENTS WITH SOME CEMENTED SAND&SHELL 10 11 51 4 121 6 21 'al 13 31 3 14 13.0-16.0' 5 21 3 15 31 41 16 BORING CONTINUED 10 61 7 ST D N TEST BORN PER EM ON 2"O.D.§AMPUM WITH 10 LB HMM F G 3 SOIL INVESTIGATION AND SAMPUNG BY AUGER BORINGS A.S.T.M.D 1451lST4AIDARD PENETRATION 7ESTAST M D1588,x TIME SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR L.ABORA TORY FACIU77ES FOR A MAXIMUM OF THREE(3)MONTHS THE OWNER ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTYAND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING &ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION#3425 94-- 6qe..- ETIENNE PROPHETE, V,P, P.E. CRXG SMITH, PRESIDENT STATE OF FLORIDA W316 THE/NT ENT OF MS REPORT,IS NOT FOR ENwRONMEwAL PURPQSES UNLESS spECIFIED AUwowm]ON FOR PUBUGAT rON OF STATEMENTS CONCLUSIONS CER77FICAnONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM (EM IS STRICTT.Y PROHIBITED UNLESS WRITTEN AUTHORIY477ON IS PROVIDED AND APPROVED BY EASTCOAST TESTING&ENGINEERING.)NC. THRESHOLD/SPECIAL INSPECTIONS,BORINGS.DENSITY. CONCRETE,ASPHALT ETC A"GEOTECHNICAL TESTING LAB" i I EASTCOAST TESTING & ENGINEERING, INC 4100 North Powerline Rd.-Suite G-1 4361 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 {Nest Palm Beach,Florida 33409 Broward(954)972.7645(SOIL -Dade(954)972.7645 (954).972 SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET LABORATORY NUMBER: 50017228 OFFICE FAX#: 954971-8872 BORING NUMBER: 1 CLIENT: MANUEL SYNAL01/SiU ASSOC/AYES Ct1STOMER#: PROJECT: PROPOSEDADDn I0N-8ARRYwv1w.RsrrYPmysrCAL scIENCEBuiLD/NG CREW CHIEF: H.E. PROJECT LOCATION:_BARRY UNIVERSITY @ 11300 NE 2nd AVENUE-MLAMI SHORES DRILLER: I.A. BORING LOCATION: APPROX SE CORNER OF PROPOSED ADDITION-AS MARKED DRILL RIG#: F350 GROUND WATER: 11 V" DATE: 6105/12 ELEv.uNFuRNisHED CASING: 3° NOTE.SURVEY NOT GIVEN UNLESS NOTED: B.E.G.BELOWEMTINGGRADE LOCAIWAFSAREAPPROX UNLESS STAKFD DEPTH SAMPLE OR/NG NUMBER: 1 PAGE NUMBER: 2 SPT FEET N MBER WSU L SOIL CLASS! 1CAT1 N/AASHTO M1451ASTMD2487 DEPTH VALUES BLO PER 6" 17 18 15 191 10 201 28 21 22 23 4 25 BOTTOM OF BORING @ 20.0 FEET 26 27 28 29 30 31 32 &QW FER FOOT QN 2"0-0-SAMPLER NM 140 LB YAMMR F 30" SOIL INVESTIGATION AND SAMPLING BYAUGER BORINGS-A.S T M D 14521STANDARD PENETRATION TEST:ASTM D1586 THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE(3)MONTHS. THE OWNER.ARCHITECT AND/0R ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTYAND DESIGN OF THE STRUCTURE, RESPECTFULLY SUBMITTED, EASTCOAST TESTING &ENGINEERING, INC., CERTIFICATE OF A UTHOPJZA TION#3425 PL!a- ETIENNE PROPHET,E, I.P., P.E. C S ITH, PRESIDENT STATE OF FLORIDA #44316 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIRF-D AUTHORIZATION FOR PUBLICATION OF STATEMENTS CONdL:f1SION5' CERTIFICATIONS OR L'(TRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM MM IS STR/CTLY PROHISITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING&ENG/NEL:R/NG.INC MRESHOLD/SPECIAL INSPECTIONS BORINGS DENSITY CONCRETE ASPHALT,ETC A°GEOTECHNICAL TESTING LAB" EASTCOAST TESTING &ENGINEERING, INC. 4100 North Powerline Rd.-Suite G-1 4361 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 Broward(954)972.7645(SOIL -Dade(954)972,7645 (954)972 SOIL FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET CVO COD.: PO#: LABORA UMBER: 5001722C OFFICE FAX#. 954-971-8872 BORING NUMBER: 2 CLIENT: MANUEL SYNALOVSKI ASSOCIATES CUSTOMER#. PROJECT: PRoPOSEDAwmoN-BAmyUN/VERSITVPHYSICALSCMNCEBI!wxG CREWCHIEF: H.E. PROJECT LOCATION: BARRY UNIVERSITY ON 11300 NE 2nd AVENUE-MIAMI SHORES DRILLER. I.A. BORING LOCATION: APPRox sw coRNER of PRo?osED ADDlnoN-AS MARKED DRILL RIG#: F350 GROUNDWATER. 101" DATE: 6105/12 ELEv.-UNFURNISHED CASING: 3° Ins N UNLESS NOTED. REG.BELOW EXI MG GRADE L=7l0MAMAWR0X(NI LM STAKW NUMBER: 2 PAGE NUMBER: I ' SPT IL CLASSIFICA AASHT M1451ASTMD2487 DEPTH N VALUES L PER 6 RAYFINE-MEDIUM GRAINED SAND TRACE LIMESTONE 6 31 5 31 41 4 PALE BROWN FINE-MEDIUM GRAINED AND SOME LIMESTONE 8 5 6 8 7 BROWN CLAYEYSAND&LIMESTONE FRAGMENTS,(LOWPLASTIOM 81 8 BROWN RNE-MEDIUM GRAINED SAND&UMESTONE FRAGMENTS 32 VERY PALE BROWN FINE-MEDIUM GRAINED SAND&UMESTONE .0-1 ZO' 91 7 10 FRAGMENTS LITTLE CEMENTED SAND&SHELL 13 4 11 121 6 13 12.0-1&0' 141 g 15 . 161 BORING CONTINUED 15 AZWDAW P ETRA ON T G LOWS P TON 2°O PLEB 40 LB H ER F G SOIL INVESTIGATION AND SAMPUNG BYAUGER BORINGS•A.S T M D 1452/STANDARD PENEMATION TEST ASTM D1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORYFACILIT/ES FORA MAXIMUM OF THREE 0 MONTHS THE OWNER,ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING&ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION#34425 ETIENNE PROPHETS, U,P., P.E. C G VSITH, PRESIDENT STATE OF FLORIDA#"316 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED AUTHORIZATION FOR PUBLICATION OF STATEMENTS,CONCLUSIONS.CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM XTQ IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING&ENGINEERING.INC. TNRESHOLD/SPECIAL INSPECTIONS,BORINGS DENSITY CONCRETE ASPHALT ETC A-GEOTECHNICAL TESTING LAB- EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd.-Suite G-1 4369 Okeechobee Blvd.-Suite A-5 Pompano Beach,Florida 33073 West Palm Beach,Florida 33409 _ Broward(954}972.7646 MOIL}-Dade(954)972.7845 (954).972.SO/L FACSIMILE#954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET CVO: C O.D.: Pte: LABORATORY NUMBER: 5001722D OFFICE FAX#: 954-971-8872 BORING NUMBER: _ 2 CLIENT.- MANUEL SYNAWWW ASSOCIATES CUSTOMER#: PROJECT PROPOMAONTM-MMYWMMMnYPHYS/CALSC WAUWG CREW CHIEF: HE PROJECT LOCATION: BARRY UNIVERSITY a 11300 NE 2nd AVENUE-MIAMI SHORES DRILLER: I.A. BORING LOCATION: APPRox swcom m oFPRoPasEDA=7wN-As mARKED DRILL RIG#: F3MI GROUND WATER: 10T' DATE: fifflW2 ELEV:UNFuRnmED CASING: 3° NOTE:SURVEY NOT GIVEN UNLESS NOTED. BAG.,BELOWE=nNG GRADE L0can0KSMEMPR0XUNLe8sSrMW DEPTH SAMPLE ORBYG NUMEN9e 2 PAGE NUS 2 SPT FEET N BER VISUAL SOIL CLASS! TION/AA O mj4s1AsTmD24g7 I DEPTH VALUES BLOWS PER 6" 17 960-20.0' 18 22 19 20 28 21 22 2 4 25 BOTTOM OF BORING @ 20.0 FEET 26 27 28 29 30 31 32 BLQM P T M 2°O D NAHUM WITH 9 FAUWQ 30° SOIL OnESMATION AND SAWUW JRYAUGER NGS:A&T.M.D 14521STANDARD ASNEMA770M TESr.4SIN D9 THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE AS A MUTUAL PROTECTION THE SOILS MLL BE STORED JN OUR LABORATORY FACWTIES FOR A MAXIMUM OF THREE(3)MONTHS THE OWNER ARCHITECT ANDIOR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTYAND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING&ENGINEERING, INC., CERTIFICATE OFAUTHORMATION#3425 ETIENNE PROPHETE, V.P., P.E. C G SMITH, PRESIDENT STATE OF FLORIDA#"316 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIRED AUTHORIZATION FOR PUBUCATION OF STATEWENM CONCLUSIONS CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM WW I$STR/MVPROHIBRID UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING 6 ENGINEERING.INC. THRESHOLDISPECIAL INSPECTIONS BORINGS DENSITY CONCRETE ASPHALT ETC A °GEOTECHNICAL TESTING LAB" MATCH Lorm SumoT 4 .......... .IPA.p --------- SPT: .......... l of o 0.0 a oi • mama IV 01 . ......... 77 11'iRb$T.I , JULIA I 11 BARRY UNIVERSITY /2 10 a 4 A. R. TOUSSAMr ASSOCIAT =90 BOUNDARY TOPOGRAPHIC SURVEY �R.To�a AssooWm lw� 13 11 a SHEET' . OF 16 BOU M=1 1 1 na-5-- 171 M.—I BARRY UNIVERSITY I'lim! i1illi i i i MIAMI SHORES, FLORIDA '12246 own OF'1. 1/28/12 Florida Building Code Online 'S �-£. 7. �"��-s fit"• .F+t�F � e=i�p'�iCt';x� °.sit - .mil. _ r,�,ji;( ;y?�^�c+' BCIS Home Log In User Registration Hot Topic Submit Surcharge Stats&Fads Publications i/± FSC Stall BCIS Site Map I Unks' Search Busines ; � Profeslf 1 � USER: Approval USER:Public User Product Aoomval Menu>Pmdud or AoolioUon Search>Application List>Application Detaa FL _ a� Application Type 18evision Code,Version 2010 Application Status Approved Corninents Aa#lived P ManLif YKK AP America it Tess 0 332 Firetower Road Dublin,GA 31021 mo (478)277-2549 chrismoody @ykk-api.com Authorized Signature Moody Chris chrLsmoody @ykk-api.com Technical Representative Chris Moody Address/Phone/Email 332 Fiimtower Rd Dublin,GA 31021 (478)277-2549 chrisrnoody@ykk-api.com Quality Assurance Representative Greg Hultquist Address/Phone/Email 332 Firetower Road Dublin,GA 31021 (478)277-2515 greghuitquist @ykk-api.com Category Panel Walls Subcategory Storefronts Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer t Evaluation Report- Hardcopy Received lorida AAse r Architect Name who developed the ]avad Ahmad Evalua Florida PE-70592 RAW Entity Architectural Testing,Inc. ksu Contract Expiration Date 12131/2014 da By Shawn Q Collins,PE Validation Checklist- Hardcopy Received ert o nde FL14218 R2 COI YHS 50(FS TU FI1 SF(LMI SMI)- I PDF d n and Year(of Standard) Standard year TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By Sections from the Code Pmdiirt Annmval Mpthnrl MPthnrl 1 Ontinn n Avw.ftoridabuilding.org/pr/pr app d.aspx?param=wGEV XQwtDquDEJErtOSCev ibDFkrSaNMScY[C... 1/ L 1/28/12 Florida Building Code Online ...........111............,....- f r Date Submitted 12/21/2011 Date Validated 12/21/2011 Date Pending FBC Approval 12/26/2011 Date Approved 01/31/2012 Summary of Products j FL# Model,Number or Name Description i 14218.1 YHS 50 FI Aluminum Storefront for Insulating Gass Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL14218 R2 II YHS 50 FI Storefmnt(SMI)W10-74.PDF Approved for use outside HVHZ:Yes Verified By:3avad Ahmad 70592 Impact Resistant:Yes Created by Independent Third Party:Yes Design Pressure:+70/-70 Evaluation Reports Other:This approval includes Small Missile Irrglact Resistant only; FL14218 R2 AE Gasket Letter YHS 50 FI-TU,Ddf see included drawings. FL14218 R2 AE YHS 50 F1 Storefro ttimn-PAE.212E Created by Independent ThV#Party:Yes 14218.2 YHS 50 FI Aluminum Storefront tang Mass Limits of Use Installation Ins lo Approved for use In HVHZ:Yes FL1 4 218 R2 li YHS H1 L P F Approved for use outside HVHZ:Yes Verified By: 3avad Ahmed Impact Resistant:Yes Created by Independent Third Marty:Yes Design Pressure:+70/-70 Evaluation Reports Other.This Approval is for Large and Small Missile Impact FL14218 R2 AE YHS 50 FI S f .1_ DF I Resistance Created by Independent Third Party:Yes 14218.3 YHS 50 FS i Aluminum Storefront for Monolithic Gass Units of Use I Installation Instructions Approved for use in HVHZ:Yes FF 1L 4218 R2 U VHS 50 FS Starefrnnt(LMI)Wit-52 PDF Approved for use outside HVHZ:Yes Verified By:3avad Ahmed 70592 Impact Resistant:Yes Created by Independent Third Party:Yes Design Pressure:+90/-90 Evaluation Reports Other:This approval is for Large and Small Missile Impact FL14218 R2 AE YHS 50 FS Storefront(LMI)-PAE.PDF Resistance Created by Independent Third Party:Yes 14218.4 YHS 50 FS Aluminum Storefront for Monolithic Gass Units of Use Installation Instructions Approved for use In HVHZ:Yes FL14218 R2 iI YHS 50 FS Storefront(SMI)W11-53.PDF 1 Approved for use outside HVHZ:Yes Verified By:3avad Ahmad 70592 Impact Resistant:Yes Created by Independent Third Party:Yes Design Pressure: +90/-90 Evaluation Reports Other.This approval includes Small Missile Impact Resistant only; FL14218 R2 AE FL14218 R2 AE Gasket Letter r) see included drawings. FL14218 a2 AE YMS 50 FS ctorefmnt(SMII-PAE one Created by Independent Third Party:Yes 14218.5 YHS 50 TU Thermally Broken Aluminum Storefront Units of Use Installation instructions Approved for use in HVHZ:Yes FL14218 R2 II YHS 50 TU Storefmnti(LMI)W06-79 PDF Approved for use outside HVHZ:Yes Verified By:3avad Ahmad 70592 Impact Resistant:Yes Created by Independent Third Party:Yes ! Design Pressure:+70/-70 Evaluation Reports Other:This Approval is for Large and Small Missile Impact FL14218 R2 AE YHS 50 TU Storefmnt(LMr)-PAE PDF Resistance Created by Independent Third Party:Yes t 14218.6 YHS 50 TU Thermally Broken Aluminum Storefront Units of Use Installation Instructions Approved for use in HVHZ:Yes FL14218 R2 II YHS 50 TU Storefront(SMI)W06-77 PDF 1 Approved for use outside HVHZ:Yes Verified By:3avad Ahmed 70592 Impact Resistant:Yes I Created by Independent Third Party:Yes Design Pressure: +70/-70 I Evaluation Reports Other.This approval includes Small Missile Impact Resistant only; FL14218 R2 AE Gasket Letter YHS SO FI-TU Ddf see included drawings. FL14218 R2 AE YHS 50 TU Storefmnt(SMI)-PAE PDF Created by Independent Third Party:Yes Bac:. uc, Contact us::1940 North Monroe Street.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.copyright 2007-2010 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not vent your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.`Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department With an email address if they have one.The emails provided may be used for official communication Wth the licensee.However email addresses are public record.If you do not Wsh to supply a personal address,please provide the Department Wth an email address which can be made available to the public To determine it you are a licensee under Chapter 455.F.S..please dick here. Avw.fladdabuilding.org/pr/pr app_ot.aspx?param=wGEVXQwtDquDEJErtOSCevlbDFkr5alkOOSc`IC... 2/3 I 1/28/12 Florida Building Code Online Product Approval Accepts: bjLj I 1 xc'uririvu,I tttca I rww.floridabuilding.org/pr/pr app_dU.aspx?param=wGE=wtDquDEJErtOSCevlbDFkr5alKOOScYIC... 3/3 D.L. OPG. D.L.OPG. D.L.OPG. u --__- SEE SHEET 3 SEE SHEET J SEE SHEET 3 N \m - n W m O 1 -------------- N 1 11 � m I O E OF ANCHORS TYPE ,/ �1-------------- 0 t D EE SHEETS 8 OR 7 FOR QUANTITIES ;------------- � �ah AND SHEET 12 FOR DESCRIPTION 1 _ , 4 0N1m� 1 Mn SEPAt�1 U) '1 1/2• 1 1 1/2' j % i L.MJ. DDDR 1TOMAL 94 a Q FOR DOOR RATINO\ 4 C i &DETAILS. <p E1 o i 41 ly YNGO 3 yy ANCHOR MOM SPCING FOR LOADS - - -'MAX.MULLION SPACING -� 3" 0 TYPES _ SEE SHEER 4&S FOR DOOR -- -' NNCHORS� Ran �� ---- SEE APPROVAL FOR 35H /ANCHORS C i o. 0.. TYPE TYPICAL ELEVATION � � e.COR0 SEE SHEETS B OR 7 FOR QUANTITIES AND SHEET 12 FOR DESCRIPTION SERIES YHS 50 FS ALUMINUM STOREFRONT SYSTEM A-TWS PRODUCT EVALUATM DOCUMENT TP.EDJ PREPARED BY M ENCOaER THIS SYSTEM MAY BE USED IN CONJUNCTION WITH IS CENEWC AND DOES NOT PROVW MFORMATION FOR A SITE SPECDTC OUTSWING ENTRANCE DOORS MODEL 35H. PROJECT:L°.WOW THE$IZE CONDDroNS DEPUTE FROM THE P.E.D. c R-CONTP=OR TO BE RESPONSIBLE FOR THE SELFCWN.PuR{:HASE AND THIS SYSTEM IS RATED FOR LARGE MISSILE IMPACT. 04STALLATON OF THIS PRODUCT BASED ON THIS PROpUGT EvA_uATlal c SHUTTERS NOT REQUIRED. PMMOED HE/SHE DOES NOT DEPUTE FROM THE CONOMNS DEDULED 9 ON THIS DOCUMENT. m CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED C-THS PROM=EVAULUM DOCUMENT V AL BE CONSIDERED INVALID D• FOR ANY KIND OF GLASS BEING USED. INSTRUCTIONS: ALTERED Of ANY May. USE CHART$AS FOLLOWS. o-SITE SPECIFIC PROJECTS SHALL SE PREPARED BY A FLORIDA REGISTERED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE — DORM OR ARCNRECT Wwa WILL BECOME THE O=NEER OF RECORD(FAIL.) c m FOR THE PROJECT AND WHO WAl BE RESPONSIBLE FOR THE PROPER REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 EDITION INCLUDING STEP 1 OETER)ADtE DE94t WIND LOAD RIAUIREMENTS R45M USE OF THE P.E.O.ENUNEER OF RECORD,ACDNG AS A DELEGATED HIGH VELOCITY HURRICANE ZONE(HV ). ON WINO VELOCLTY,azoG.NECK.WIND ZONE ENGPKER TO THE P.ED.ENGMEER SHALL 918Wj�i��y$BfAiaB THE SITTE USING APPLICABLE ASCE 7 STANDARD. SPECDTC ORAWOM FOR REVIEW. .,t' I A ^°�7 7TME SKE WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER E-TiDS P.E.D.SHALL AFAR THE GATE ApN��bTap �t`�p,p tIaec LOADS TO THE STRUCTURE. STEP 2 DESIRED SHEETS 3 FOR DESIGN LOAD CAPACITY nIE PRw.ENMGNEEIi of RFA(DAD i4R• ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS.ANCHORS STEP 3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND LAMINATED GLASS; . Y EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO, HEITGHT USING CHARTS ON SHEETS 4&S FOR STOREFRONT PE 4�2° - A ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS MULLION AND SHEETS B THRU 11 FOR 000R MULLION LARGE MISSILE IMPAC ARE NOT PART OF THIS APPROVAL THE CAPACITY SHOULD EXCEED THE DEEM LOAD. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOW ONLY. STEP 4 usm cow ON sHEEFS B&7 SELECT ANCHOR OPTION _ Q2��• I WITH DEIGN RATING MORE THAN DOW LOAD SPECIFIED dFaW'Qng no. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCANS,THAT COME INTO IN STEP t ABoYE.- <' CONTACT WITH OTHER oISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS STEP g Tiff LOWEST VALUE�StLL7ING FLAY STEPS 2,3 - - w_t_1—52 OF 2010 FLORIDA BLDG. CODE SECTION 200.8.4. AND 4 SHALL APPLY TO Van SYSTEM. F. t 1 Of 15 ITEM NO. PART NUMBER QUANTITY DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS �V 1 ED-0601 AS REM. FRAME HEAD/MUL110N 8083-1`5 - A 2 E9-0815 AS REM. FRAME SILL 8083-1`5 - n 3 E9-0803 AS REM. FRAME HOOZONTAL 8083-T5 - Z n j 4 E9-0808 AS REM. GLAZING STOP 8063-T5 - 5 EB-0604 AS FEW. FRAME JAMB 6083-T5 - - �.w 8 E9-0605 AS REGO. STD.MUUJON 6063-TB - IL n m o 7 E9-0608 AS 1REM. POCKET flU.ER 8083-TS - ^W 7A E9-0817 AS RE00. SLWIOW POCKET FILLER 6063-TS - 8 E9-0818 AS REM. SILL FLASHING 6063-T5 - w 10 EI-1071 AS REM. ANCHOR PLATE 6063-T5 - 11 Et-1062 AS REM. FORCING CHANNEL STEEL LENGTH FRAME HT.-6 S/6 13 DOW 966 AS REM. GLAZING COMPOUND SIICONE - 0 Q< g 13A E2-0088 I AS REOD. INTERIOR OAZIKR CASKET EPOM SPONGE - Q 4 M IB E2-0083 AS REM. DITEIOR GLAZING GASKET EPOM FOR 9/16•GLASS - 17 E2-OM84 AS REOD. INTERIOR SILICONE SPACER EPDM - a1= t/4"HEAT 5TREN'O GLAS 1/4'HEAT STREN'0 GLASS Is E2-0094 AS REM. SIDE BLOCK EFRM - �ix- Ell ADO PVB 9RIERIAYER .10'INTERLAYER 19 E2-0080 AS REM. SETTING BLOCK EPOM W BY.)>UPONT/S6U= SAFLEX HP BY'SOLUTW 21 PC-1216 AS RECD. /12 X 1•SMS STEEL FOR SCREW SPLINE 22 FF-1008 AS RECD. /10 X 1/2'sMs STEEL FOR GLAZING POCKET FILLER = In i/4'HEAT SPREN'D GLASS 23 PC-1408 AS REGO. /14 X 1/Z'SMS STEEL FOR THRESHOLD Z DDP24 PC-1424 AS REM. /14 X 1-1/2'SMS STEEL FOR SILL QQ 25 -0518 AS REM. FEV E MULLION 6063-T5 - - rn TS m n F 26 E9-0519 AS REM. YALE MU1110N 8083-T5 - a 27 - AS REM. EXPANSION YtAL10N RflNF. STEEL - �.C 16 !� .o 18 i� i� 28 E9-0504 AS REM. DOOR MUUION 6063-T5 - 1• 1 13 m 1 I 13 N S CSI fi it it it it �=z m�°. ^ Y eN M:. ppp� =off 17 � 17 H m • W 6LA53 TYPI"A� . GLASS TYPE 9/18°PRICK NOMINAL 8/18° TRICK NOMINAL 1/4'HEAT STREN'D GLASS 1/4'HEAT STREN-D GLASS 1/4'HEAT STREN'D GLASS .07!r ANCVIMERI)RM COMP .090'INTERLAYER .090'INIERLAYER - c By'SOLUTIA• SENTRYGUIS BY'OUPONY SENTRYOAS BY'OUPONT' C 1/4'HEAT STREN'D GLASS 1/4'HEAT SRREN'D GLASS 1/s•HEAT STREN'D GLASS m � i 9 i H � iii ��+> �ftlli9l$11f71 c o ° .� 18 I i 13 m 18 I t3 m 18 ! ! ♦ e+a!' `y!�., `�`i "`•.'"!. I 1 t• I 17 t - c' FtA� 7 AHMAI)• C ' GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'F' '�` .•ir ' wQh 9/16' TRICK NOMINAL 9/18" THICK NOMINAL 9/I6" TRICK NOMINAL DRY GLAZED on ' of 18 DEC 1`6 L101 J l CLASS LOAD CAPACITY - PSF NOMINAL DIMS.1 CLUE TYPE'A' CLASS'B' & 'C' CLASS TYPE W CLASS TYPE'F' O.L.O. wlmH 01.0. 1B7f9i7 EXT.(+) INT.(-) E%T.(+) B1T.(-) EXT.(+) INT.(-) 36' 65.0 65.0 70.0 90.0 70.0 65.0 39' 65.0 65.0 70.0 90.0 70.0 65.0 42- 65.0 85.0 70.0 S0.0 70.0 19-0.1065.0 65.0 5-1/2- 65.0 65.0 70.0 90.0 70.0 65.0 48' 65.0 65.0 70.0 90.0 70.0 85.0 51' S4- �-7/S 65.0 65.0 85.0 65.0 70.0 70.0 90.0 90.0 70.0 70.0 . 65.0 90.0 65.0 65.0 65.0 7-1/2- 63.0 85.0 70.0 90.0 70.0 90.0 65.0 65.0 SO' - - 70.0 90.0 - - 65.0 65.0 83- - - 70.0 90.0 - - 65.0 65.0 70.0 90.0 - - 65.0 85.0 70.0 90.0 - - 65.0 65.0 70.0 90.0 - - 65.0 65.0 3B- 65.0 55.0 70.0 90.0 70.0 90.0 65.0 55.0 39- 65.0 65.0 70.0 90.0 70.0 90.0 65.0 65.0 1' 65.0 65.0 70.0 90.0 70.0 90.0 65.0 65.0 5-1/2- 65.0 65.0 70.0 90.0 70.0 1 90.0 65.0 654 46' 65.0 65.0 70.0 90.0 70.0 90.0 65.0 65.0 51' 65.0 65.0 70.0 90.0 70.0 90.0 65.0 854 u. 84' 65.0 65.0 704 90.0 70.0 90.0 65.0 65.0 7-1/2- - - 704 60.0 - - 65.0 65.0 70.0 90.0 - - 65.0 65.0 63- - - 70.0 90.0 - - 1 65.0 65.0 88' - - 70A 90.0 - - 64.0 SSA 89' 700 90.0 - - 65A 65A 72' - - 70.0 90.0 - - - - 1. 39' °65.0 65.0 70.0 90.0 70.0 80.0 65.0 65.0 65.0 65.0 70.0 90.0 70.0 90.0 65.0 SSA 42' 65.0 65.0 70A 90.0 70.0 90.0 65.0 SSA 5-1/2- 63.0 65.0 70A 90.0 70.0 90.0 65.0 65A 48' 65.0 65.0 700 90.0 70.0 90.0 65.0 654 51' 65.0 65.0 70A 90.0 70.0 90.0 654 65.0 54' ow - - 70A 90.0 - - 65A 64.0 7-1/2- 60- - - 70.0 90.0 - - BSA 35.0 - - 70A 90.0 - - 65.0 85.0 63' - - 70A 90.0 - - 65.0 634 70.0 90.0 - - - - 69- - - 704 90.0 72' - - 704 90.0 - - - - 38' 39- 65.0 65.0 70A 90.0 70.0 900 55.0 65.0 65.0 65.0 70.0 90.0 70.0 90.0 65.0 BSA 42' 85.0 85.0 704 80.0 70.0 80.0 85.0 83.0 65.0 65.0 70.0 90.0 70.0 904 S6.0 654 48' 65.0 65.0 70A 90.0 70.0 90.0 65.0 S5.0 51' 98- - - 700 90.0 - - 65.0 65,0 S4- - - 70A 90.0 - - 85.0 65.0 1_1/2• - - 700 90.0 - - 88.0 B84 BO- - - 700 90.0 - - 55.0 BSA 63' BB' - - - - 700 70.0 90.0 DA,.O. D.1.0. WIDTH 4n o �4%V Z °D a i 0. m �p 0 e M of $ O <p It 3� Z NOTE: o GLASS CAPACITIES ON THIS SHEET ARE -n BASED ON ASTM E1300-04 (3 SEC. GUSTS) v 5 F C7(7 c D r2 == / :1111Uilf if�t}f f J '�" JIM d_ wl i r �! 911p9, n .�f; C1 c= 0 d J �? 0 �4%V Z °D a i 0. m �p 0 e M of $ O <p It 3� Z NOTE: o GLASS CAPACITIES ON THIS SHEET ARE -n BASED ON ASTM E1300-04 (3 SEC. GUSTS) v 5 F C7(7 c D r2 == / :1111Uilf if�t}f f J '�" JIM d_ wl i r �! 911p9, n ` nnc W1 WIDTH(W) m WT (JAMB) JAMBS MULLION LOAD CAPACITY - PSF NOMINAL D1M5. SHALLOW POCM MULL WIDTH FRAME 11FICM EXT.(+) B4T.(-) 38^ 38' 42' 45' 48' 51' 54' 5r so' 63' �. 80.0 60.0 60.0 60.0 80.0 60.0 80.0 60.0 80E-11".0 -W. 60.0 1♦ 1 80.0 eo.o I 80.0 -60.0 38' 39' 42' 45' 48' 5t' 54' Sr 1^ BOA 80.0 BOA 60.0 80.0 60.0 50.0 60.0 60.0 60.0 80.0 60.0 60.0 60.0 60.0 60.0 38" 38' 4Y 45' 48' 51' 54' 84' 60.0 50.0 60.0 60.0 60.0 60.0 00.0 80.0 80.0 80.0 60.0 60.0 00.0 80.0 38' 39' 4Y 45' 48' 51' W. 60.0 60.0 60.0 80.0 60.0 80.0 60.0 60.0 60.0 60.0 60.0 60.0 36' 38' 42• 45' ae' 88^ 60.0 60.0 60.0 -80.0 60.0 60.0 Boo -60.0 po w.o 1 SHALLOW POCM MULL INTERMEDIATE HORQONTALS COPTIONAL ALL ELEVATIONS na nvvv v W1 W2� WIDTH (W) a WI + W2 2 I� 111 it 1 -11 1 Wi ( W2 I WT WIDTH (W) a 2T + W2 YW DOORS SEE SERA i `� i 'ISN nfiri � �I = 1 i1 1 � I 1♦ 1 I � w1 wz w1 WIDTH (W) WI + W2 2 I� 111 it 1 -11 1 Wi ( W2 I WT WIDTH (W) a 2T + W2 YW DOORS SEE SERA WI I W2 WIDTH (W) W1 + W2 2 MULLIONS 0 4c 21 1 0$ a V� a O �°- $ #C IO M'Zal- tto li yess Z n 6 � C _ `L`,'1+L�L`10tvatJlff P o, ••,fit-:H'e'y.�; S,I 4. *Ergr:JAYA�O A�NMAD.... FIAiPE[__1 .823;:' 'I c�a.aaaa �. drro I 8 m_, 1i 1 V ---J a WI I W2 WIDTH (W) W1 + W2 2 MULLIONS 0 4c 21 1 0$ a V� a O �°- $ #C IO M'Zal- tto li yess Z n 6 � C _ `L`,'1+L�L`10tvatJlff P o, ••,fit-:H'e'y.�; S,I 4. *Ergr:JAYA�O A�NMAD.... FIAiPE[__1 .823;:' 'I c�a.aaaa �. drro I 8 MULLION LOAD CAPACITY - PSF MULLION LOAD CAPACITY - PSP MULLION LOAD CAPACITY - PSF U 1HTHOUT WITH EXPANSION WITHOUT WITH EXPANSION WITHOUT I WITH EXPANSION �� h NOMINAL DIMS. STEEL REINF.STEEL Emir. MULLION NOMINAL.DIMS. STEEL REINF.STEEL REM. MULLION NOMINAL.DIMS. STEEL RENF.STEEL RENF. MULLION WIDTH W FRAME NEwn EITj+)0R- EXL(+)INT.(- EXr.+)INT.(-) WJITH FRAME HMO EXT.(+)94L(-)EXT4+)9R.(-)EXT.(+ INT.(-) WIDTH� FRAME HEM EXL(+)INT.(-)EXL(+)Mf.(-)EXL(+)U4T.(-) z n 3 38" 63.0 70A 70.0 90.0 65.0 83.0 38• 55.0 70.0 74.0' 8`10 05.6 65.0 36' SSA 61.5 70.0 90.0 65.0 BS.O �0� R � 39' 59.0 70.0 70.0 90.0 65.0 65.0 39' 55.0 70.0 70.0 90.0 65.0 65,0 79' 53.0 56.8 70.0 90.0 65.0 65.0 �.w � A 42' 55.0 70.0 70.0 90.0 88.0 65.0 ' 42' 85.0 70.0 70.0 90.0 65.0 65.0 42' 82.7 82.7 70.0 90.0 68.0 85A 6g, EI 45' 55.0 70.0 70A 80.0 85.0 85.0 aS' SS.O 70.0 70.0 90.0 BsA BS.O 45' 732' - - 70.0 88.1 85.0 BAO INTERMEDIATE HORIZONTALS o OPTIONAL ALL ELEVATIONS O 0 48' 55.0 70.0 70.0 90A 85.0 83.0 48• 55.0 70.0 70.0 90.0 65.0 89.0 48' - - 70.0 82.8 65.0 WO d, a 51' 55.0 70.0 70.0 90.0 65.0 83.0 51" 55.0 70.0 70.0 90.0 65.0- 65.0 51' - - 70.0 77.7 65.0 65.0 54' 7r 55.0 70.0 70.0 90.0 65.0 65.0 U. 102• 58.0 70.0 70.0 90.0 65.0 65.0 54' - - 70.0 73.4 - - 0 t eQni 57' 55.0 70.0 70M 90.0 85.0 65.0 57' - - 70.0 90.0 65.0 65.0 36• 53.8 53.8 70.0 90.0 85.0 65.0 o am oam 80' 55.0 70.0 70.0 90.0 65.0 65.0 80' - - 70.0 90.0 BS.O 85.0 39• 49.7 49.7 70.0 90.0 89.0 85.0 = 0 d Q< o! 63" 55.0 70.0 70.0 90.0 85.0 65.0 &7• - - 70.0 -90.0 65.0 85.0 42' - - 70.0 84.4 83.0 80.0 w 0 41 ti 0 d 88' 55.0 70.0 7a0 90.0 65.0 65.0 88' - - 70.0 90.0 85.0 85.0 45' t38' - - 70.0 78.8 BS.O 85.0 "•I, ' 89' 55.0 70.0 70.0 90.0 85.0 1 85.0 1 68• r - - 70.0 90.0 - - 4a• - - 70.0 73.9 65.0 65.0 J O m 72• 55.0 70.0 700 90.0 65.0 65.0 36' 55.0 70.0 70.0 80.0 65.0 65.0 51• - - 69.5 693 - - 36' 55.0 70.0 70A 90.0 65.0 65.0 39' 55.0 70.0 70.0 90.0 65.0 65.0 38• 47.4 47.4 70.0 88,7 65.0 83.0 39• 55.0 70.0 7aa 900 65,0 65.0 42• 55.0 70.0 70.0 90.0 85.0 65.0 38' 43,7 43.7 70.0 80.0 85.0 85.0 wt W2 42• 55.0 70.0 70.0 900 WO 65.0 45' 53.0 70.0 70.0 90.0 85.0 89.0 42' t44' - - 700 74.3 65.0 65.0 ty1 + to w wimH 45' 55.0 70.0 70.0 90.0 65.0 65.0 48• 55.0 70.0 70.0 90.0 83.0 65.0 45• - - 69.4 89.4 63.9 63.9 se• SSA 70.0 Tao 9oA 65.0 65.0 51' _ _ 2 ."1. ?o �. 1o8' 53.0 70.0 70.0 9MO 65.0 63.0 48' 65.0 65.0 59.9 39.9 a} 51• 55.0 70.0 70.0 90.0 65.0 65.0 S4' - - 70.0 90.0 83.0 65.0 Q m o 54' 84" 3&0 70.0 700 90.0 65.0 63.0 57' - - 70.0 90.0 85.0 65.0 _ U•-n + 57" 55.0 70.0 70.0 90.0 65.0 68.0 60' - - I --,1'i. I • � tE . . 60• 53.0 70.0 70.0 90.0 J.-s-000 65.0 63' - - 7a0 90A 65.0 "A ¢ H1H +k#F ' � 1 li I \I �' 'W+ I `�I '0Y C W 63• ss.0 70.0 700 90.0 65.0 68• - - 70.0 69.7 - - � fJ � � 66• 55.0 70.0 70.0 90.0 85.0 36" 55.0 70.0 70.0 90.0 89.0 65.0 'tuk, �n i7 69' - - 70.0 90.0 63.0 39• 55.0 70.0 70.0 90.0 89.0 65A I�� ICI ��I i i j 72• - - 70.0 900 85.0 42' SS.O 70.0 70.0 900 63.0 83.0 L 36• 58.0 70.0 70.0 90.0 65.0 45• 59.0 70.0 70.0 90.0 65.0 65A M. 58.0 70.0 m.o e0A 86.a' 48' lt4• sao Tao 70.o eo.o oa.o eao wl W2 , wl wt W2 Wl 42' ss0 70.0 7oA 90.0 65.0 51• - - 70.0 90.0 65.0 650 W1 + W2 WIDTH ° W1 + W2 �i 4S' SS.O 70.0 70.0 eoA 85.0 54' - - 70.0 90.0 65.0 650 2 4 2 rn 55.0 70.0 700 90.0 65.0 6T - 70.0 90.0 03.0 65.0 3 51" 55.0 70.0 70.0 90,0 66.0 BO• 70.0 68.6 65.0 65.0_ _ YKK ODORS S4' 90' 58.0 70.0 70.0 90.0 85.0 BS' 70.0 84.4 SEE SEPARATE APPROVAL 37' 55.0 70A 70A 90.0 �.0 85.0 55.0 70.0 70.0 90.0 65.0 83.0 8 s0' 55.0 70.0 70.0 90.0 63.0 65.0 38• 53.0 70A 70A 900 65.0 65.0 83• 55.0 70.0 70.0 90.0 65.0 65.0 42• 55.0 70.0 70.0 90A 85.0 85.0 7 7 o Tao 90.0 85.0 65.0 45• 55.0 653 7a0 90.0 &4A 65.0 , 1 70A 90.0 65.0 65.0 48• 120• 55.0 61.4 70.0 90.0 88.0 65A 70.0 90.0 85.0 65.0 51• 70.0 90.0 63.0 65.0 36" 55.0 70.0 700 90.0 65.0 68.0 S4' - - 70.0 889 88.0 850 i 39' 55.0 70.0 70.0 90.0 63.0 65.0 57' - - 70.0 84.2 05.0 64A 1 I 42' 53.0 70.0 70.0 90.0 65.0 65.0 W. - 70.0 80.0 - - 11 1 J c" ,43' SS.O 7a0 70.0 80.0 85.0 85.0 36' 55.0 70.0 70.0. 90,0 65.0 65.0 ,�1 'ilt! ;!!f 49' 55.0 70.0 70.0 90.0 85.0 65.0 38' 55.0 65.3 700 90.0 650 65.0 wt X143 51• 55.0 70.0 70.0 90,0 65.0 65.0 42' S5.0 80.6 70.0 90.0 65.0 65.0 `� •% . i' h'+I j�.. �•'W7"+'1(112_. rf S4' 88' 53.0 70.0 70.0 80.0 83.0 BS.O 48' 728" 53.0 56.6 70.0 90.0 65.0 65.0 7 8 7 6 6 TM•��^� ° 57' SS.O 70.0 70.0 90.0 65.0 86.0 4B' - - 70.0 90.0 88.0 65.0 • `°I.);.'Rihell EnOr. A9 AHMAD 80' SSA 70.0 70.0 900 BS.O 85.0 St' - - 70A 8.93 830 630 t7Nl 83' - - 70.0 sao 65.0 63.0 34• - - 700 90.8 65.0 65.0 .'.° R 2 88' 70.0 900 B5.0 65.0 57' - - 70A 78.3 70.0 1mA BS.O 86.0 EXPANSION 72' - - 70.0 90.0 85.0 85.0 STEEL REM. STEEL REINF. MULLION bIULLI,G}iVS 4 NOMINAL DIMS. HH(W) FRAME HE 38• 39' 42' 45' 48' 51' W 72• 57' 60' 63' 88' 69' 72' 7S' 38' 39' 42' 4S' 4B' 51' St• 78' 57• 87' 66• 69' 72' 39' 42' 45' 48• 51' s4• �• 57- W. 83' 88' 88' 72• 75' 3a' 38' 42' 49' 48• 51• S7' e0' 63• 86' 68' 72' CAPACITY - PSF ANCHOR ANCHOR TYPE'A' I TYPE B. ANCHOR LOAD CAPACITY - PSF I ANCHOR LOAD CAPACITY - PSF ENT.(+)&BR,(-) E1IT.(+)&o1T.(-) ANCHOR ANCHOR ANCHOR ANCHOR NOMINAL DINS. TYPE'A' TYPE'B' NOMINAL DINS. TYPE'A' I TYPE WIDTH(W) FRMIE HMO A2 AS A4 B2 ,• WIDTH(W) FRAME HEM A2 I AS A4 112 B3 = w 38 90.0 90.0 90.0 90.0 80.0 38' 74.7 90.0 9010 80.0 90.0 39' 90.0 90.0 90.0 90.0 90.0 39• 68.9 90.0 80.0 90.0 90.0 42' 84.0 90.0 90.0 9010 90.0 1. 64.0 90.0 90.0 90.0 90.0 41' 764 90.0 90.0 90.0 90.0 45' 128• 58.7 89.6 BOA 90.0 80.0 48' 73.9 90.0 80.0 9010 20.0 48' S&O 84.0 80.0 18.0 90.0 Wt W2 51' 593 90.0 90.0 90.0 80.0 51• 517 79.1 90.0 828 90.0 W/ +W2 34' 96' 6&3 80.0 90.0 90.0 BOA 54• 49.8 74.7 90.0 783 1 80.0 WIDTH� ° 2 57' 61.9 90.0 1 80.0 90.0 80.0 37• 47.2 70.7 60.0 74.1 90.0 80' 58.8 88.2 1 90.0 90.0 90.0 .38• 71.3 90.0 90.0 20.0 90.0 83' 3&0 84.0 80.0 88.0 90.0 39' 8&8 90.0 90.0 90.0 80.0 BB' 33.9 80.2 80.0 84.0 BOA 42• 81.1 r7l 60.0 8010 80.0 I♦♦ I I �II♦♦ i I ♦ 1 I / II ♦ I V. 89' 51.1 78.7 80,0 80.3 90.0 45' 132• 57.0 90.0 89.6 90.0 I ♦♦I 43P '&# I�/ II \I ` ' p 72' 49.0 738 80.0 7710 90.0 48' 53.5 90.0 MA 60.0 75' 47.0 70.6 90.0 738 90.0 51• 50.3 90.0 79.1 60.0 38' 90.0 9010 90.0 80.0 90.0 M• 47.9 90.0 74.7 90.0 I 8&1 �.0 90.0 80.0 9010 38' 6&2 90.0 90.0 90.0 --� Wt Wi 42' 79.1 90.0 90.0 90.0 90.0 39' 82.9 90.0 9010 90.0 I W1 W2 W1 4S• 7" 90.0 !202- 9010 90.0 42' 138• 38.4 87.7 90.0 90.0 90.0 Wi +W2 W1 W2 48' 69.2 ODA 90.0 90.0 90.0 45' 54.3 818 90.0 83.7 90.0 WIDTH(W)° 2 Wm(W)° 2 + 4 81' 8&1 90.0 90.0 9010 ODA 48• 81.1 76.7 90.0 803 90.0 34' 102• 618 9010 20.0 9OA 90.0 31' 48.1 722 90.0 7 5.8 90.0 57" 583 87.4 90.0 90.0 90.0 38' 833 8010 90.0 90.0 90.0 80' 55.3 83.0 90.0 87.0 90A 38' 603 90.0 90.0 90.0 90.0 83• 52.7 79.1 90.0 828 90.0 42' 144' 58.0 84A 110.0 S6.0 90.0 68' 503 75.5 20.0 79.1 90.0 45' 52.3 76.4 BOA 82.1 90.0 89• 461 722 90.0 75.6 90.0 18' 49.0 73.5 90.0 77.0 90.0 36• 87.1 90.0 90.0 90.0 90.0 39' 90.4 90.0 20.0 90.0 90.0 42' 74.7 90.0 90.0 90.0 90.0 45' 69.7 8010 90.0 80.0 110.0 48• 6&3 8010 90.0 90.0 90.0 511 IGO• 61.5 90.0 90.0 80.0 90A 54' 58.1 87.1 90.0 90.0 90.0 57' S&O 625 90.0 8&5 90.0 W. 52.3 764 90.0 821 BOA 83' 498 74.7 90.0 78.2 90A 68• 478 713 90.0 74.7 90A --------- ________ 38' 823 90.0 9010 90.0 BOA _ 38' 763 9010 90.0 80.0 8OA 42' 70.7 90.0 90.0 90.0 WA 45' 88.0 90.0 90.0 90.0 90.0 3• 3• 48' 81.8 90.0 90.0 90.0 90.0 3• E11/2 114• 3• 3• 51• sea 87.4 90.0 eoo 9010 t 1/2' t t/z' 34' 5" 628 8010 864 80.0 1 1/Y 57' 521 782 9010 81.9 9010 80' 498 74.3 90.0 778 90.0 102• B2 .g 83' 472 1 70.7 1 BOA 74.1 2010 38• 71L4 9010 BOA 90.0 1 90.0 n• 72.4 90.0 9010 80.0 ANCHOR TYPES:SEE SHEET 12 FOR DEWAPTION 42' 672 20.0 80.0 80.0 90.0 102 ° 42)ANCHORS TYPE'A'AT EACH SM OF MULLION 45' 627 90.0 90.0 90.0 9010 A3 3 ANCHORS TYPE•A'AT EACH SIDE OF MULLION 48' 120' 58.8 882 90.0 90.0 90.0 A4 a 4 ANCHORS TYPE.'A'AT EACH SIDE OF MULLION 91' 553 83.0 90.0 87.0 60.0 BE ° (2)ANCHORS TYPE'8'AT EACH SIDE OF MULLION S4' 523 78.4 90.0 82.1 WA B3 m (3)ANCHORS TYPE 'e'AT EACH SIDE OF MULLION SY 483 743 90.0 778 900 80' 1 4710 ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION. 70.8 9010 73.9 9010 I w1 I W2-j wom(W)° Wt +W2 2 �V m y0 aD d g a 0 Gi a` Q,O 06 0 e 4'ti N p �Q S W0 O d LL 2 4.1120 iii z G m g gl. 4 K m 0 w I � N -3 m Z �YC N CO�1 • ` 70592` ♦ 11 �.a1> A cAN. 39 ♦° 1 1 \ 1 I ♦ ♦I 1 �1 1 i 1 "ihtic 'r ANCHORS I w1 I W2-j wom(W)° Wt +W2 2 �V m y0 aD d g a 0 Gi a` Q,O 06 0 e 4'ti N p �Q S W0 O d LL 2 4.1120 iii z G m g gl. 4 K m 0 w I � N -3 m Z �YC N CO�1 4 �g1 WI 00. • ` 70592` a �.a1> A cAN. 39 "ihtic 'r ANCHORS `•.- 4 �g1 WI 00. ANCHOR LOAD CAPACITY — PSP ExT.(+)&mrr.(-) ANCHOR ANCHOR NOMINAL DIMS. TYPE'C' TYPE'D' 39- 42' 45• 51' 54' 57° Bo° 63' 88' 69' 72' 75' 36' 39' 42' 45' 48' si• U. 57 80- 63' 88' 69' 72° 75- 36' 39' 42: 48' 51° 34' 57' 60° 63' 66' 69' 72' 75' 36: 42- 45° 48' 51 54• 37° eo• e3' 88' 69- 72' 75' 72' 78• 84' 1' A3 ANCHOI L4 TYPE SEE SHEET 12 FOR DESCRIPDON ----------------- x w� vm W1 W2 WIDTH(W)— Wt +W2 2 1`♦ 1 I �11`♦ 1 +Mp i ♦`; W Oka 1 , I ♦ I +ll� M ♦ ;� 1I `�1 0 4m s}yp •1iµ x _ W1 i W2 J, W1 I_W1 I W2 I W1 WIDTH(tY)- wl a W2 WroTH(W) - 21 +W2 C2 - 2 ANCHORS TYPE'C'AT EACH SITE OF MULLION C3 — 3 ANCHORS TYPE •C' AT EACH SIDE OF MUWON C4 - (4)ANCHORS TYPE 'C'AT EACH SIDE OF MUWON D2 — (2)ANCHORS TYPE'D'AT EACH SIDE OF MUWON D3 - (3)ANCHORS TYPE'D' AT EACH SIDE OF MUWON ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION W7 W2 WIDTH(W) - W1 +W2 2 �{Iv l� 2 n 3 C @ rc d d it o OW O LL Q$ v O M M 00�QOB o�ma3 1°1 0 n aw3� � Wam:g � JaM3 vl Z a r N a S2 =Z.. 3 Y°f=Z)� }NO�In aka♦aa..-... ..sl .�O Ert, 1 T„ drowiq ANCHORS shebt", WA 1 ♦ 1 1 `I x I j 1 I , I W7 W2 WIDTH(W) - W1 +W2 2 �{Iv l� 2 n 3 C @ rc d d it o OW O LL Q$ v O M M 00�QOB o�ma3 1°1 0 n aw3� � Wam:g � JaM3 vl Z a r N a S2 =Z.. 3 Y°f=Z)� }NO�In aka♦aa..-... ..sl .�O Ert, 1 T„ drowiq ANCHORS shebt", DOOR MULLION LOAD CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF .DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. ILOADS - PSF NOMINAL DIETS. LOADS - PSF NOMINAL DIMS. LOADS - PSF FRAME H0G19 WCno DOOR HUGHT INCHES wmTH(Ml) INCHES WOM(w2) BOWES EKE(a) W.() FRMIE IRIWO' OiHE9 DOOR Ii1GHf INCHES WOO(M1) omm MOM(M2) mcm EXT (+) OR.() FR4W MGHr WCHES DOW HWHT INCHES R70IN(WI) 0iCHE3 WOM(wZ) W M OCT.(+) K() 96 80 72 30 38 90.0 90.0 108 30 90.0 30 90.0 36 90.0 38 90.0 42 90.0 42 90.0 48 90.0 48 80.0 72 54 90.0 72 54 87.2 57-1/2 90.0 57-1/2 84.7 80 90.0 80 83.1 Be 90.0 88 79.3 72 90•0 120 80 12 75.8 30 90.0 30 90.0 36 90.0 38 90.0 42 90.0 42 88.2 48 90.0 48 84.0 80 84 54 90.0 84 54 80.2 57-1/2 90.0 57-1/2 78,1 so 90.0 60 76.6 88 88.5 30 89.0 72 85.0 36 54.8 30 90.0 98 42 80.9 38 90.0 48 77.4 96 90.0 11 L57-1/12 90.0 89.6 87.4 85.9 30 90.0 T 38 90.0 42 90.0 46 90.0 72 54 90.0 57-1/2 90.0 80 90.0 Dt10H IIULUON g6 Bg.8 72 859 30 90.0 38 90.0 42 90.0 48 90.0 80 84 54 90,0 37-1/2 86.7 60 87.1 88 83Z 30 909 36 909 98 42 90.0 48 883 54 84.5 42 90.0 48 90.0 54 90.0 57-1/2 90.0 so 90.0 58 90.0 72 90.0 84 30 90.0 36 90.0 42 90.0 48 90.0 54 90.0 57-1/2 90.0 60 90.0 88 90.0 72 Sao 98 30 90.0 36 90.0 42 90.0 48 90.0 56 90.0 57-1/2 90.0 60 90.0 BB Sao 114 72 88.8 102 Bo 72 30 90.0 36 90.0 42 90.0 48 90.0 54 90.0 37-1/2 90.0 so 90.0 88 90.0 72 90.0 84 30 90.0 36 90.0 42 90.0 48 90.0 54 90.0 ST-1/2 90.0 60 90.0 e 90.0 72 88.8 96 _ 30 90.0 36 90.0 42 90.0 48 90.0 54 90.0 57-1/2 90.0 so 89.7 86 86.2 _ 72 82.9 ANCHOR TYPES TOTAL No.OF AT DOOR UWMN HM A 8 8 6 o 5 �i YKK OUTSMNG DOORS SEE SEPARATE APPROVAL I \ � m4,U Qa n O o IL U < LL O M F1 0aQQq� o 40 J m Qw3�' m p z J rn � 0� T Q O m = "C7 2F yYN CO b� fiR %f2 Enpr.,�AVAD m I IV!70592.. ,i 1 F drawing DOOR MULLIOI�T -.; .:, , •. .,11V 1 j•�: V Y N ZA TOTAL NO.OF ANC1/ It�; i ODOR MULLION e 0 3 d S )-g h G IL m YKK OUTSWIN0 DOORS 0 d °M SEE SEPARATE APPROVAL ai a �`- 0 u _ o V H _ O M _ M L------ +------? 0 a a o y$ I / I \ I 0 / Irl \ I Q'�{ O N 1 %j�yllj i t i. I T I •' � p t In m I \\ j l� // I $ wao (� j�---__- am - -- •r� wz` wtaoq _ 1 o w^ ANCHOR TOTAL NO.OF ANCHO Z =Z TYPES AT DOOR MULLION SILL 0 7 j cN O F S � O c u n Yt,916Y.l171 t�1 0 0 `1a% f.b1/� a G, Tom+' .JA AO MGM p crv9 q Fits rEiosez yy^ OQtI. $ draw' tiro. DOOR MULLION `' -. 1- 2 }a p.• s, t• 'o 15 DOOR BULLION LOAD CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF p00R MULLION LOAD CAPACITY - PSF NOMINAL DIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF rxAUE NocRt ttaon tlOm/T w®nt(wt) wwnt(wx) W.(+) ttwe HOpO 900q IRNiO wow(wt) Yfl01H(w2) F.M.(+) /RAME HemO 000R IrtlaO wmtN(wt) twnl(Yn) [xr.(+) iNC11E5 WCt1ES OCHES WCNE9 W.() RICHE9 INCHE9 OH,7ff3 MLTIE9 8R.( ) OICIIES Oid1ES 9tOlE8 81CF¢9 Wf.() 30 90.0 30 .;90.0 3p 90.0 38 90.0 38 90.0 38 90.0 42 90.0 42 90.0 42 80.0 48 90.0 48 90.0 48 90.0 72 $4 80.0 72 S4 90.0 72 54 89.3 57-1/2 90.0 57-1/2 90.0 57-1/2 88.7 80 90.0 80 ;90.0 80 84.8 98 90.0 88 so.o 88 80.s 72 90.0 72 80.0 72 77� 3D 90.0 30 9o.0 tzo as � so.o 38 90.0 38 90.0 38 90.0 42 90.0 {2 90.0 42 90.0 {8 �•0 48 90.0 {8 88.2 98 84 84 S4 90.0 108 84 84 S4 80.0 84 S4 82,2 $7-1/2 90.0 57-1/2 90,0 S7-t/2 80.0 60 90.0 BO 90.0 80 78.5 Be 88 87.8 30 90.0 72 84.1 38 87.5 30 90.0 88 42 83.3 38 90.0 48 J9.8 az 90.0 BB 49 90.0 11 S4 X88.4 S7-t/2 88.3 60 .84.9 28 30 90.0 7 38 90.0 42 90.0 4e soa 72 S{ :90.0 37-1/2 90.0 80 .90.0 D006 NULUON 88 �90.0 72 88.7 30 90.0 38 80.0 42 90.0 48 90.0 86 S4 .80.0 97-1/2 88.4 80 .87.7 88 X84.0 30 90.0 38 90.0 88 42 �90.0 48 sa 95.0 90.0 72 90.0 98 30 80.0 38 90.0 az 90.o 48 9D.0 S4 80.0 57-1/2 90,0 BO 80.0 86 99.0 116 8d 72 �•8 102 84 72 � �•0 38 so.o 42 90.0 48 80.0 84 80.0 57-t/2 90.0 � �•0 BB 90.0 72 80.0 84 � �•0 38 80.0 {2 90.0 48 90.0 $4 80.0 57-1/2 90.0 80 80.0 66 80.0 72 87.9 88 30 90.0 38 90.o 42 49 90.0 90.0 $4 9p,0 87-t/2 80.0 80 BB.S 88 85.1 72 82A V Y N ZA TOTAL NO.OF ANC1/ It�; i ODOR MULLION e 0 3 d S )-g h G IL m YKK OUTSWIN0 DOORS 0 d °M SEE SEPARATE APPROVAL ai a �`- 0 u _ o V H _ O M _ M L------ +------? 0 a a o y$ I / I \ I 0 / Irl \ I Q'�{ O N 1 %j�yllj i t i. I T I •' � p t In m I \\ j l� // I $ wao (� j�---__- am - -- •r� wz` wtaoq _ 1 o w^ ANCHOR TOTAL NO.OF ANCHO Z =Z TYPES AT DOOR MULLION SILL 0 7 j cN O F S � O c u n Yt,916Y.l171 t�1 0 0 `1a% f.b1/� a G, Tom+' .JA AO MGM p crv9 q Fits rEiosez yy^ OQtI. $ draw' tiro. DOOR MULLION `' -. 1- 2 }a p.• s, t• 'o 15 DOOR BULLION LOAD CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF p00R MULLION LOAD CAPACITY - PSF NOMINAL DIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF rxAUE NocRt ttaon tlOm/T w®nt(wt) wwnt(wx) W.(+) ttwe HOpO 900q IRNiO wow(wt) Yfl01H(w2) F.M.(+) /RAME HemO 000R IrtlaO wmtN(wt) twnl(Yn) [xr.(+) iNC11E5 WCt1ES OCHES WCNE9 W.() RICHE9 INCHE9 OH,7ff3 MLTIE9 8R.( ) OICIIES Oid1ES 9tOlE8 81CF¢9 Wf.() 30 90.0 30 .;90.0 3p 90.0 38 90.0 38 90.0 38 90.0 42 90.0 42 90.0 42 80.0 48 90.0 48 90.0 48 90.0 72 $4 80.0 72 S4 90.0 72 54 89.3 57-1/2 90.0 57-1/2 90.0 57-1/2 88.7 80 90.0 80 ;90.0 80 84.8 98 90.0 88 so.o 88 80.s 72 90.0 72 80.0 72 77� 3D 90.0 30 9o.0 tzo as � so.o 38 90.0 38 90.0 38 90.0 42 90.0 {2 90.0 42 90.0 {8 �•0 48 90.0 {8 88.2 98 84 84 S4 90.0 108 84 84 S4 80.0 84 S4 82,2 $7-1/2 90.0 57-1/2 90,0 S7-t/2 80.0 60 90.0 BO 90.0 80 78.5 Be ANCHOR TYPES TOTAL N0.OF ANCH T DOOR An1l.UDrl i A 8 _B DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. LOADS - PSF n7AYE HOfi1T DOOR M06Nf MOM(WI) MD1H(W2) OR.(f� INCHES OBOIEB 9RJO!S OtGiES OCT. YKK OUTSWING DOORS _ SEE SEPARATE APPROVAL fd _ _ t------/ ------? I / III \ I / �i� \ i i i / lil \ i W I/ j I j \t O �r}1' IN t t \ III i ' 1 1 1 1 _---_11L1____-1 W2` W11 ANCHOR TOTAL NO.OF ANC TYPES AT DOOR MUWON SILL D 7 ` t-In�Y��r' '' A - _ DOOR YU6LION DOOR MULLION •^._,�_' •`+r-%':. Z d,� O 00 w 0 t V O patio O q 4'im- J O A d W I h 3 c II a e O en o 0 e € 0 DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. 102 LOADS - PSF FRAME NO6Hf IIJLHES 0009 NOOK OtC8E5 MOM(Wt) INCHES MD1N tTf2) INCHES EKT.(f) OR.() rz 30 .9a.0 78 90.0 38 90A 42 80.0 42 9DA se 9o.a 48 90.0 sa so.o s4 90.0 s7-,/2 so.o sr-,/z 90.0 80 90.0 80 90A B8 90.0 fib 89.4 7a so.o 7z ess 84 Z� .} (j rr 0 o j j yNjv �c In 1; m O.•. a- (3 30 =L � 2,Z n 84 30 90.0 38 90.0 3s 9oA 42 90.0 42 90.0 a8 80.0 48 90A 54 90.0 84 90.0 $7-1/2 90.0 $7-,/2 87.9 80 90.0 80 88.3 68 90.0 88 82.7 72 es.s 98 3D sD.o 0 u m O so.o 3s sao 38 90.0 42 90A 4a 9o.a 4e e7., <e so.o s4 63s $4 90.0 t2o 90 72 7p 90A $7-1/2 88.3 38 90.0 � �•8 42 90.0 M 83.8 48 90.0 s 80.8 $4 90.0 108 90 . ? > . 57-1/2 89.7 3$ eo.o so 87.6 42 90.0 88 BJ.S � 90A ji no. ' i•-52 $4 90.0 84 30 90.0 stjeet 10 f15 90.0 ANCHOR TYPES TOTAL N0.OF ANCH T DOOR An1l.UDrl i A 8 _B 8 C 1 0 $ 102 90 72 30 90.0 114 90 rz 30 .9a.0 78 90.0 38 90A 42 80.0 42 9DA se 9o.a 48 90.0 sa so.o s4 90.0 s7-,/2 so.o sr-,/z 90.0 80 90.0 80 90A B8 90.0 fib 89.4 7a so.o 7z ess 84 30 90.0 84 30 90.0 38 90.0 3s 9oA 42 90.0 42 90.0 a8 80.0 48 90A 54 90.0 84 90.0 $7-1/2 90.0 $7-,/2 87.9 80 90.0 80 88.3 68 90.0 88 82.7 72 es.s 98 3D sD.o 98 so so.o 3s sao 38 90.0 42 90A 4a 9o.a 4e e7., <e so.o s4 63s $4 90.0 t2o 90 72 7p 90A $7-1/2 88.3 38 90.0 � �•8 42 90.0 M 83.8 48 90.0 72 80.8 $4 90.0 108 90 72 30 9DA 57-1/2 89.7 3$ eo.o so 87.6 42 90.0 88 BJ.S � 90A 72 79.7 $4 90.0 84 30 90.0 57-1/2 90.0 38 90.0 60 90.0 42 90A 88 90.0 48 89b 72 88.3 S4 85.4 84 30 90.0 $7-1/2 83.0 38 90.0 80 81.4 42 90.0 98 30 90.0 48 80.0 38 90.0 34 90.0 42 87.2 $7-1/2 80.0 48 83.1 90 89.8 11 28 7 88 88.2 72 82.9 88 30 90.0 se so.o 42 90.0 4B 90.0 64 86.8 57-1/2 84A 80 83.3 ANCHOR TYPES TOTAL N0.OF ANCH T DOOR An1l.UDrl i A 8 _B 8 C 1 0 $ -R.V 4, ANCHOR AL NO.OF ANCHOM IYPFS DOOR YI&LION Hm 6 Z h 3 C 9 0 Z N p 5 Q g tnv rn YKK OUTSWINO DOM �p � SEE SEPARATE APPROVAL 0 0 p fE O 8 o U O M ------i ------? 0 a t o A 1 /i l i\ 1 m 0 1 / 1 1� \ I p / iii \ i 4�NUrn 'I' ,. ,. Q W ei i- i 1 \ III / 1 i-. m 1 \ III / 1 to 1 \ 111 / 1 ... ? n 1 III 1 L/? 07 p _ f_____ I✓-_____� iil ^� 111-____1 M ____ d Q Wt <c W vii �_ A ANOM OT NO.o =Z^ TYPES AT DOOR YUU.10N S61 A X°f 7 D 7 Y�� ?T O w O O c d qo ♦ 11 aAYAO g ' cw FtA-A 1 70592< 1 CAN.33J8 1 L` R-d �!-6'i. drawl Ln0. DOOR MULLION wl.a 3 t 1 1'Ot 15 DOOR!BULLION LOAD CAPACITY - PSF DOOR MUL[ION LOAD CAPACITY - PSF NOMINAL AIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF rRa¢IfOCiif DOOR HLtm1f N70iH(wt) tvR7TH(rre) W.(a) vRA1¢Ncaprt DOS xtaxB 1r6DtN(WI) ewtN('re) nec(±) Irx11ES nlcNES wcHES u+ct¢s wr,l) wcRes uxRES wcRES wcl�s W. (.) -•90.0 108 98 M 30 90A 120 98 72 30 Je 80.0 SB 90.0 az so.o a2 so.o 48 90A H 90.0 S4 90.0 S4 90.0 s7-1/2 soA sT-1/2 so.o BO 90.0 6p g8,7 86 90A 86 84.7 M ee.o 7z et.o 84 30 40.0 84 30 80.0 38 80.0 36 90.0 az so.o az so.o 48 sa.o 46 89.s 54 90.0 34 BS.S 57-i/2 90.0 57-1/2 83.3 6o es.a 6o et.7 u ea.9 98 3o so.o 72 81.5 38 80.0 98 30 90.0 42 88.2 38 sao 48 62.s 42 90.0 11 28 7 404R MULLION 48 88.9 34 85.2 57-1/2 83.3 80 81.9 t 14 98 M 30 90.0 38 80.0 42 80.0 48 90.0 S4 90.0 S7-t/2 90.0 80 90.0 88 88.1 72 84.4 84 30 80.0 38 9a0 42 90.0 48 90.0 S4 88.8 37-1/2 883 80 85.0 88 81B 86 30 80.0 38 90.0 42 89.4 ae a5s sa 82A -R.V 4, ANCHOR AL NO.OF ANCHOM IYPFS DOOR YI&LION Hm 6 Z h 3 C 9 0 Z N p 5 Q g tnv rn YKK OUTSWINO DOM �p � SEE SEPARATE APPROVAL 0 0 p fE O 8 o U O M ------i ------? 0 a t o A 1 /i l i\ 1 m 0 1 / 1 1� \ I p / iii \ i 4�NUrn 'I' ,. ,. Q W ei i- i 1 \ III / 1 i-. m 1 \ III / 1 to 1 \ 111 / 1 ... ? n 1 III 1 L/? 07 p _ f_____ I✓-_____� iil ^� 111-____1 M ____ d Q Wt <c W vii �_ A ANOM OT NO.o =Z^ TYPES AT DOOR YUU.10N S61 A X°f 7 D 7 Y�� ?T O w O O c d qo ♦ 11 aAYAO g ' cw FtA-A 1 70592< 1 CAN.33J8 1 L` R-d �!-6'i. drawl Ln0. DOOR MULLION wl.a 3 t 1 1'Ot 15 DOOR!BULLION LOAD CAPACITY - PSF DOOR MUL[ION LOAD CAPACITY - PSF NOMINAL AIMS. LOADS - PSF NOMINAL DIMS. LOADS - PSF rRa¢IfOCiif DOOR HLtm1f N70iH(wt) tvR7TH(rre) W.(a) vRA1¢Ncaprt DOS xtaxB 1r6DtN(WI) ewtN('re) nec(±) Irx11ES nlcNES wcHES u+ct¢s wr,l) wcRes uxRES wcRES wcl�s W. TYPICAL.ANCHORS TYPICAL ANCHORS [� FOR SPACING 1I3Y TYPICAL ANCHORS SEE ELEV. s a p di WOOD BUCKS SEE ELEV. FOR SPACj�70 o 4� /A.7B °° FOR SPAt:MG �d EY O q O ED M! W .Y O W ' 3 0 o I 3 3 o I TYPICAL ANCHORS T C n° LL CO FOR SPACING v� cr.0 m Qa METAL LL p W� STRUCTURES O 4,-E d + 'I i. n� ^� me�LL �•X300 K �I 27 7 Q Z:IE it LOW DEMON LOADS FOR � ° HORIZONTAL AS FOLLOWS .-. ,o MAX.HORR. SPAN MAW.DESIGN LOADS S0ICONE SEAL I 3 _22 J 0!2 {I'. I es• 72 OVER HEX HEAD ANCHORS v, ° 90• 90 PSI, L);-.P M it �I WOOD BUCKS AND METAL STRUCTURES NOT BY YKK AP \n LLI� Ri i I + MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND n o ^S` a o 0 TRANSFER THEM TO THE BUILDING STRUCTURE. < 3 u~i Cllr. 'A•_ TYPICAL ANCHORS: SEE Euv. FOR sPACMc N�0 'u' l� ,5/16" mA. TAPCON BY 'rrw' (Fum12o KSI,Fy-92 KSI) 'C'— 1/4" DIA. TAPCON BY 'D1V• (Fu-120 KSL Fy-92 KSI) \/� 3 W it it 5/16" DI ULTRACON BY 'ELCO (Fu=tn KSI,Fymt95 KSI) 1/4" DI UL 111 BY 'F1C0' (Fu-177 M.Fy-155 KSI) � ,I it INTO 2BY WOOD BUCKS OR WOOD STRUCTURES INTO 2BY WOOD BUCKS OR WOOD STRUCTURES I i 1-3/8" MIN. PENETRATION INTO WOOD 1-3/8" MIN. PENETRATION INTO WOOD O THRU 1BY BUCKS INTO CONC. OR MASONRY THRU i8Y BUCKS INTO CONC. OR MASONRY a 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY Q I I. DIRECTLY INTO CONC. OR MASONRY ,I ,I 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY i I c it II 21 'B'- 5/16' DIA. TEKSZQRtL-_FLEX SELF DRILLING SCREWS (GRADE 2 CRS) 'D'- 1/4" DLL TEKS/DRIL-FLEX SELF DRILLING SCREWS(GRACE 2 CRS) � it ,I INTO METAL STRUCTURES INTO METAL STRUCTURES I I' 2 STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) 4 ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) B (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) u �d TYPICAL EDGE DISTANCE TYPICAL EDGE DISTAN[ 4 NTO CONCRETE AND MASONRY = 3" IN. F a ", " MIN. = 2-1/2"tO INTO WOOD STRUCTURE = 1© INTO WOOD STRUCTURE = 1" �t t•t`�•L•�A t!�+!r f J. .�w m �. MIN. ^ INTO METAL STRUCTURE = 3/4" MIN. INTO METAL STRUCTURE 3/4" MIN. q ti +; `-•,; - r e,CIVO ' lX)NCREIE AT ( . o HEAD. SILL OR JAMBS ' PSI MIN. F r C-90 HOLLOW/FILLED BLOCK AT JAMBS rm = 2000 PSI MIN. TYPICAL ANCHORS =P• FOR c . dro�(TrJ SEALANTS: w ,r'1,•� ALL FRAME CORNERS SEALED WITH DOW-795 SILICONE SEALANT. r= t 12-f15 6 318"MAX. SHIM I LoPohW '-'- SEE ELEVATION FOR SPACING OUNSECURED JAMB o N� In I Ii 1 L__ I--n N5 I I IL__J a IV I I + I • D. v SILICONE DOW CORNING 795 DEPTH a 3/8'MIN. MIN.$MAX. Wk 0 N "Al s METAL STRUCTURES { n 3/8'MAX. SHIN N FOR 8 11C ANCHORS Z 4 3 FOR 1/4-ANCHORS C ti rc y .C.STAGGERED `+�� n SAVAD 9 IL m Qd o + �o W��i� �4•� s� 5 oG O cr 0 � N o0 pao N _- o-a om NiN J�Nd O m J Qw $ c� rw v m In a N iil m}O n JAMB ANCHORS S OPTIONAL SEE ELEVATION }Wo FOR SPACING $O La cc �O F YY+N m n TND� =n FOG APPROVED t� RESISTANT DOOR&MULLION ^ SEE S ARATE SEE SEPARATE APPROVAL FOR DOOR RATING AND DETAILS I Itll N "Al L J �O �°c vll `ztc�tiuSrAtad:!d y .C.STAGGERED `+�� n SAVAD o + W��i� �4•� s� 5 aL � .9 p--2.800� x �---�1 I 2.500 3.905 (p �, .071 z � 3 2. d m R o 500 1.583 .186 d L ~ sea 09 .079 ,.ow 3.806 5.000 3.908 5.000 4.5W 0 p o LL o 1 FRAME HEAD/MULLION 0 a- �1.98t-�I .078 A,01 II 11 M .LL LLza- .197 a Wei=' 071 7-500 O FRAME JAMB O STO. MUWON 11 STEEL 6 REINFORCING NI 1.189 m I i L Z I ' p-1.390 .799 Q 0 1.984--1 t.000� I 0//��1 4.968 p g FRAME HORIZONTAL 1.201 .079 '079 OR 7I 3.898 1.000 1.425 Q=Z 3.898 1.496 3$98 Low 1.236 L ? Y N m .188 N 1.390 L O .079 2.500 o7s u� ,.201 ca 1.18 y 3.906 4.969 ANCHOR 10 ANCHOR PLATE OO POCKET FILLER 7A SHALLOW POCKET FILLER O FRAME SILL �1.281-1 ,975 � � p-3,3 3.000 I C I .197 n ,.280 1.429 2•� 2.000 � A O GLAZING STOP 5'�0° �, 091 5.000 4.000 5.000 5.252 1.64 F 1-.09D 4- f-A.'OVIW AWAAO.1 UL 2.000 2000 J.{„-72 1.375 .3. +.625 .193 .193 ,,ea REINFORCING OB SILL FLASHING 2S FEMALE MUWON 26 MALE MULLION 27 STEEL K51 I�- 28 DOOR MULLION shebt.l4 of 15 LONG MINE z, LID z 0� o M a� O o O4;° a rr MINE z, � � m ?�N m b <�a o ��W yYNm� ca E' .,uw• (Q(b' � drawi :.00. -.._ W1c2 ahe bt15 LID z 0� o M a� O o O4;° a rr aW3� � J 2(+NUJ 4 W s1 S' � � m ?�N m b <�a o ��W yYNm� ca E' .,uw• (Q(b' � drawi :.00. -.._ W1c2 ahe bt15 t." BARRY UNIVERSITY MILLER GLASS STANTON ENGINEERING,INC. ' ADDITION-CHEMICAL STOCKROOM AND ANATOMY 2701 BOCA RATON 0 vD:'SUITE#115 11300 NE 2 ND AVE BOLA RAi F61A431r MIAMI SHORES,FL hd topher Stanta la.P.E.#6934 8 ` 1)WINDLOAD ON WINDOWS AS PER ARCHITECT OF RECORD e ® °,` c •co M l WIND FORCE FOR COMPONENTS AND CLADDING °< "• - Z - r L9 9 o gby c® w 4K W P= -64.50 & 48.20 PSF i '* N a•0 z P= -52.20 & 48.20 PSF ••. m P= -50.10 & 46.00 PSF ` ��•.o• Oe ,. 1� aro SEE SHOP DRAWINGS TO COORDINATE WIND PRESSURE REQUIREMENTS WITH ELEVATIONS WIND PRESSURES NOT RE-VERIFIED 2)COMPLIANCE CHECK OF FRAMING SYSTEM: 2A) STORE FRONT FRAMING SYSTEM:YKK YHS 50 FS-LMI PRODUCT APPROVAL#:FL14218.3 2B) AREA OF GLASS CHECK: TYP• REQUIRED DESIGN PRESSURE:+48.2/-64.5 PSF 9/16 LAMINATED(114"H.SJ 0.090"PVB 1114"H.S.) DESIGN PRESSURE RATING: +65/-65 PSF AREA OF GLASS INSTALLED: 20"X 215/16"=3 FT"2 FL#:14218.3 APPROVED AREA OF GLASS:36"X 80 7/8"=20.2 FT^2 TYPE W *WET GLAZED 3)ANALYSIS FOR STOREFRONT FRAMING SYSTEM 4)MULLION-UN-REINFORCED SECTION 5 MK.A,Al,C YKK YHS 50(E9-0605/E9-0606) FL#:14218.3 PROJECT SIZE: APPROVED SIZE: MULLION SPAN: 21 in. MULLION SPAN: 72 in. TRIBUTARY WIDTH: 24 in. TRIBUTARY WIDTH: 36 in. AREA: 3.5 sq.ft. <= AREA: 18.0 sq.It O.K. PROJECT WIND PRESSURE -64.5 PSF <= ALLOWABLE WIND PRESSURE -70.0 PSF 48.2 PSF 55.0 PSF 4A)CHECK REACTION AT MULLION ENDS A)SECTION 5 LENGTH= 21 WIDTH= 24 WINDLOAD= -64.5 B)REACTION=WIDTH(in)*LENGTH(in)*WINDLOAD(PSF)=STRESS(SHEAR)= -112.9 C)FASTENER CAPACITY FOR (4)1/4"TAPCONS,TWO EACH SIDE OF MULLION INTO CONCRETE(EMBED 1 1/4"MIN.) = +- 1352 lb>_ -112.875 lb EDGE DIST:21/2"MIN. D)FASTENER CAPACITY FOR (4)#14 S.M.S.,TWO EACH SIDE OF MULLION INTO STEEL TUBE = +" 1916 lb>= .-112.9 lb 5)JAMB MULLION(UNSECURED) SECTION 4 MK.A,C YKK YHS 50(E9-0605) FL#:14218.3 PROJECT SIZE: APPROVED SIZE: MULLION SPAN: 21 in. MULLION SPAN: 72 in. TRIBUTARY WIDTH: 24 in. TRIBUTARY WIDTH: 36 in. AREA 3.5 sq.ft. <= AREA: 18.0 sq.ft. O_K, PROJECT WIND PRESSURE -52.2 PSF <= ALLOWABLE WIND PRESSURE -60.0 PSF 0K,,I 48.2 PSF 60.0 PSF 5A)CHECK REACTION AT MULLION ENDS A)SECTION 4 LENGTH= 21 WIDTH= 24 WINDLOAD= -52.2 B)REACTION=WIDTH(in)*LENGTH(in)*WINDLOAD(PSF)=STRESS(SHEAR)= -91.4 C)FASTENER CAPACITY FOR (4)1/4"TAPCONS,TWO EACH SIDE OF JAMB-MULLION INTO CONCRETE(EMBED 1 1/4"MIN.) = +- 1352 lb>_ -91.35 lb EDGE DIST:21/2"MIN. O.K. D)FASTENER CAPACITY FOR (4)#14 S.M.S.,TWO EACH SIDE OF JAMB-MULLION INTO STEEL TUBE = +- 1916 lb>= -91.4 lb O.K. NOTE:NO JAMB ANCHORS REQUIRED PER FL14218.2 Page 1 of 2 L 6)JAMB MULLION(UN-SECURED) SECTION 4 MK.Al YKK YHS 50(E9-0605/E1-1068) FL#:14218.3 PROJECT SIZE: APPROVED SIZE: MULLION SPAN: 21 in. MULLION SPAN: 72 in. TRIBUTARYWIDTH: 24 in. TRIBUTARYWIDTH: 36 in. AREA: 3.5 sq.ft. <= AREA: 18.0 sq.% O.K. PROJECT WIND PRESSURE -64.5 PSF <= ALLOWABLE WIND PRESSURE -65.0 PSF O.K. 48.2 PSF 65.0 PSF 6A)CHECK REACTION AT MULLION ENDS A)SECTION 4 LENGTH= 21 WIDTH= 24 WINDLOAD= -64.5 B)REACTION=WIDTH(in)*LENGTH(in)*WINDLOAD(PSF)=STRESS(SHEAR)= -112.9 C)FASTENER CAPACITY FOR (4)1/4"TAPCONS,TWO EACH SIDE OF JAMB-MULLION INTO CONCRETE(EMBED 1 1/4"MIN.) _ +_ 1352 lb>_ -112.875 lb EDGE DIST.2 1/2"MIN. OAK D)FASTENER CAPACITY FOR (4)#14 S.M.S.,TWO EACH SIDE OF JAMB-MULLION INTO STEEL TUBE +_ 1916 lb>_ -112.9 lb O.K. NOTE:NO JAMB ANCHORS REQUIRED PER FL14218.2 7)MULLION-UN-REINFORCED SECTION 5 MK B YKK YHS 50(E9-0605/E9-0606) FL#:14218.3 PROJECT SIZE: APPROVED SIZE: MULLION SPAN: 75 in. MULLION SPAN: 78 in. TRIBUTARYWIDTH: 24 in. TRIBUTARYWIDTH: 36 in. AREA: 12.5 sq.ft. <= AREA: 19.5 sq.fL O.K. PROJECT WIND PRESSURE -50.1 PSF <= ALLOWABLE WIND PRESSURE -65.0 PSF O.K. 46.0 PSF 65.0 PSF 7A)CHECK REACTION AT MULLION ENDS A)SECTION 6 LENGTH= 75 WIDTH= 24 WINDLOAD= -50.1 B)REACTION=WIDTH(in)*LENGTH(in)*WINDLOAD(PSF)=STRESS(SHEAR)= -313.1 C)FASTENER CAPACITY FOR (4)1/4"TAPCONS,TWO EACH SIDE OF MULLION INTO CONCRETE(EMBED 1 1/4"MIN.) _ +- 1352 lb>_ -313.125 Ib EDGE DIST,21/2"MIN. O.K. D)FASTENER CAPACITY FOR (4)#14 S.M.S.,TWO EACH SIDE OF MULLION INTO STEEL TUBE 1916 lb>_ -313.1 lb O.K. 8)JAMB MULLION(UN-SECURED) SECTION 4 MK B YKK YHS 50(E9-0605) FL#:14218.3 PROJECT SIZE: APPROVED SIZE: MULLION SPAN: 75 in. MULLION SPAN: 78 in. TRIBUTARYWIDTH: 24 in. TRIBUTARYWIDTH: 36 in. AREA: 12.5 sq.ft. <= AREA: 19.5 sq.fL O.K. PROJECT WIND PRESSURE -64.5 PSF <= ALLOWABLE WIND PRESSURE -60.0 PSF O.K. 48.2 PSF 60.0 PSF 8A)CHECK REACTION AT MULLION ENDS A)SECTION 4 LENGTH= 75 WIDTH= 24 WINDLOAD= -64.5 B)REACTION=WIDTH(in)*LENGTH(in)*WINDLOAD(PSF)=STRESS(SHEAR)= -403.1 C)FASTENER CAPACITY FOR (4)1/4"TAPCONS,TWO EACH SIDE OF JAMB-MULLION INTO CONCRETE(EMBED 1 114"MIN.) _ +- 1352 lb>_ -403.125 lb EDGE DIST:21/2"MIN. O.K. NOTE:NO JAMB ANCHORS REQUIRED PER FL14218.2 Page 2 of 2 ", e•� BARRY UNIVERSITY - ADDITION • Ll:u 7. I'� ° UJ CHEMICAL STOCKROOM AND ANATOMY ;; r=° 11300 N.E. 2ND AVENUE „S`P CO t� MIAMI SHORES, FLORIDA 33161 F .,•CHRISTOPHER..ZfAk TdN, P mr. ; w o U � o I ABBREVIATIONS EXTERIOR SYSTEM NOTES: DESIGN NOTES: z w Cn M.O. MASONRY OPENING 1)STOREFRONT FRAMING:YKK YHS50FS-WET GLAZED FRAMING(LM) 2010 FLORIDA BUILDING CODE,ASCE 7-10 C4 R.O. ROUGH OPENING (21/2°X 5°) FL#14218.3 Z Q F.S. FRAME SIZE PRESSURES:PRESSURES HAVE BEEN CALCULATED BY > M OTHERS AND NOTED BELOW EACH ELEVATION s7 J J Q D.L.O. DAYLIGHT OPENING GLAZED WITH 9/16°GRAY LAMINATED GLASS :4 C4 Pa U-< A.F.F. ABOVE FINISHED FLOOR GLASS TYPE'A' MAKE-UP: STL STEEL %'GRAY H.S./.090"PVB INTERLAYER BY DUPONT/SOLUTiA/ %•CLEAR H.S. INSTALL FRAMES PER RESPECTIVE PRODUCT APPROVALS 2 a z ALUM ALUMINUM z z ¢ o HORIZ. HORIZONTAL HURRICANE SHUTTERS ARE NOT REQUIRED. =4 ° VERT. VERTICAL a ¢ ELEV. ELEVATION 2)FINISHES:2 COAT KYNAR-STANDARD COLOR TO BE DETERMINED. N.T.S. NOT TO SCALE �o CV) N/A NOT APPLICABLE as^ P.S.F. POUNDS PER SQUARE FOOT -`Z U z REQ'D. REQUIRED =n a c TYP. TYPICAL I. UJ BOTT. BOTTOM l< NOTES !] a V.I.F. VERIFY IN FIELD ALL SHOP DRAWINGS ARE TO EXCLUSIONS A ARCHITECT, AND THE CONTRAC ORE RETURNED APPROVED BY CLEANING AND PROTECTION OF MATERIALS IN PLACE, ALUMINUM FINISH 2) THESE PLANS CERTIFY THE STRUCTURAL ADEQUACY OF THE 2 SYMBOLS WARRANTIES BEYOND 3 YEARS, DOOR AND GLASS RAILINGS, LOUVERS, PROPOSED SYSTEM IN ACCORDANCE WITH THE STRUCTURAL V c MIRRORS, SHOWER DOORS, WOOD BLOCKING OR BUCKS AND ITEM REQUIREMENTS OF THE BUILDING CODE ONLY. WE OFFER NO ELEVATION MARK OTHER THAN LISTED ON PROPOSAL. CERTIFICATION NOR REVIEW THAT THE PROPOSED UNITS MEET ANY ¢ Z� �° W O EGRESS REQUIREMENTS. ALL EGRESS ISSUES ARE TO BE ADDRESSED za W U Iw C')O -- DETAIL MARK BY THE PERMITTING CONTRACTOR AND THE LOCAL BUILDING OFFICIAL. ¢z o _Z o ^ � O>x �ui0 � mQ� C7ZLL � -- SLAB/ STEEL LEVEL N E 'S> = U- GENERAL NOTES :5 o w rn a LU -- REVISION CLOUD �z O g I=— CO m 0 EXCEPTIONS TAKEN l�s''iAi4E CORRECTIONS 1. ALL SEALANTS AND/ OR CAULKING ARE TO = NOT ED BE APPLIED IN STRICT $ r Z ACCORDANCE WITH THE MANUFACTURE'S m UJ= W a -�- ®REVISE AND RESUBMIT ®REJEC-E ED PRINTED INSTRUCTIONS THE COMPATIBILITY OF v g 102 00 SEALANTS AND OTHER MATERIALS SHALL BE n Review is only for general conformance with the design CHECKED WITH THE SEALANT MANUFACTURER. o o. concept of the project and general compliance wife the 2. SEALANTS AND/ OR CAULKING SHALL BE 4 inforrta#ion given in the contract documents.Any a ;ion APPLIED WHERE SHOWN PER APPROVED SHOP a shown is subject to the requirements of the plans and DRAWING. FINISH TO BE APPROVED. specifications.Contractor is responsible far:Dimensions 3. ALL STEEL ANCHOR ANGLES, CHANNELS, SCALE: NTS which shall be confirmed and correlated at the job site; PLATES, ETC. THAT ARE TO BE FURNISHED DATE: 11/UM fabrication processes and techniques of construction; SHALL HAVE TWO (2) COATS OF WATERBORNE DRAWN BY: KL coordination of wo Nitl t f all other trades and the PRIMER. CHECKED BY: s isfactory rfor an of r 4. ALL ANCHOR BOLTS, NUTS, AND WASHERS E LO Kl AS 'fA - LL ARE TO BE STEEL CADMIUM PLATED OR ZINC 1 PLATED, UNLESS OTHERWISE SPECIFIED. 12-MIG-CS21 NO. DATE REVISIONS L PROJECT NO. 2 17 of 4 4 Q SHEET 5 {Y Y � s $C'A0 a v u1 _2 co ,k u� CHRISTOPHER Al---, 48" R.O. 48" R.O. 48" R.O. ', '' ,'• FLA P.;, 47j" FRAME WIDTH 471" FRAME WIDTH 47j' FRAME WIDTH 20. 20 20" 20" 20" 20" DLO DLO DLO DLO DLO DLO w 0 U ? W (h �. ON I w 1-1 M �. a W 1 a W 2 a ] a v y to N� N w N�aoQ 4 5 4 NIA w r�oo 4 5 4 � o z > 3 = N z 04 X Z L z C3 Z 0 = 1 0 2 z z ¢°c 4 D: 4 5 ww � �I A EXTERIOR ELEVATION - (13) REQ-D Al EXTERIOR ELEVATION - (1) REQ-D a c`1 ° a v ¢M YKK YHS50FS-WET GLAZED FRAMING YKK YHS50FS-WET GLAZED FRAMING r U- z a (2 1/2'X 5°)-FL#14218.3 (21/2°X 5°)-FL#14218.3 ,. a 2 EQ- v z \0 D.P.=+48.2/-52.2 P.S.F. D.P.=+48.2/-64.5 P.S.F. 3 E- a w 76" R.O. EXTERIOR ELEVATION - (2) REQ-D 0 0 751. FRAME WIDTH B YKK YHS50FS-WET GLAZED FRAMING Z U 8 (2 1/2°X 5°)-FL#14218.3 yy.. �, w ai '4 21 6" 2113- 211j' F- aZQ z5o $ DLO DLO DLO D.P.=+46.0%50.1 P.S.F. W o a o ?o > zo- C72 L t � ONz a)_ 0 N r'�'� 4 5 1 5 4 r g o pro � ��= o 0 oN r U-= 6 Q P_ �za � w`- w z a " 0 0 C EXTERIOR ELEVATION - (2) REQ'D °a YKK YHS50FS-WET GLAZED FRAMING (2 1/2°X 5°)-FL#14218.3 SCALE. 318"'-G* DATE. 11102/12 D.P.=+48.2/-52.2 P.S.F. DRAWN BY. KL CHECKED BY: 12-MIG-CS21 NO. DATE REVISIONS PROJECT NO. 1 2 3 3 of 4 4 SHEET 5 I'X 4"P.T. WOOD BLOCKING GYPSUM BOARD ON--\ W/} TAPCONS o 12.O.C. t OTHERS STAOGEM. 1"MIN. MOE - ,'X 4'P.T.WOOD SLOCING DISTANCE. 1}•EMBEDMENT. CONCRETE HEADER 4'. W/}•TAPCONS o tY D.C. r� f } 4 BY OTHERS d Q d DIST 1}••EMBEDMENT. NO JAMB ANCHOR REO'D V � �, L(� a_:'-,'•. 14218.3 QD d QY NOTE:JAMB FRIER(Et-1068) STUCCO LJJ EKr OTHERS C d 3• 1 ' 2ji' 1 j• 3- ELEVATION Al '• �Q' 0. _ CHRIS , P FLAP 3F6 IL egg E9-0808 DOW RD 98S J GYPSUM BOA ON E2-0084 SEALANT SHIM I E6-0801 'err FUF RING -- w 00 1 YKK YHS 50 FRAMING E2'-Oo84 I H cl SEALANT&BACKER ROD DOW lN93 - El-068 z 1 1/4'OW ITW TAPCONS ,'�. J (ri W/ 1 t/4'EMBEDMENT 34 W � J X E2-0083 21•EDT;£DISTANCE. p :4 LL< rc 4•&r FROM EACH ENO S• AT INT.VERTICAL MULLIONS. Z z Z LOCALE(2)ANCHORS AT t14•&Y :J C3(h @ FROM EACH SIDE THE VERTICAL MULLION. SEALANT I—) 'z�] z Oc Q C3 BACKER ROD W O� — DOW 995 ea-oeae SILICONE Z d 0 U� I 2j• -. M O to PO G INT.VERTIfAI.DETAIL ]AMB DETAIL SHIM Lam-, 3 .� YKIK YHS SO YKK YHS SO U Z v 2 HORIZ MULL DETAIL YKx vHS so 'i5' E2-00, K,aN x n J {.�5• BY OTHERS � fU � Es-0603 I salmis eY OTHERS Fs-aofis ��'\�S�ILL DETAIL PCB, F9-061 t�0 Z� M S �ArolR \ `� /YKK YHS SOPRAMWG S z W�M Lu rj �• @ U'{ANI' \� t�.•�V �~ CO Q z Q Z p r #14 X 1 1/2-PPHSAS �• i7 of 052. W O Ott/Y as 3• to W O a O O r X� 3 SILLDEralt I -oeoe �4 1/4*BOWM0HT SIDE OF MULLIO &JAMB ENDS I Z zU" o6 W 3 U. YIOC YHS SOFRAMWG ED-Wl 1 lU_{ H+C-,4T --IM-0084 A�jMVERTI�CAL�MWJONS�M EACH ENO. }' Z � = io LOCATE(2)ANCHIOS AT 1$'&3' SEALANT&BACKER ROB g $. o-Ipw a�pae FROM EACK SIDE OF THE VERTICAL MULLION. p_ 8 SEAL ANCHOR HEADS. SHIM SET SILL IN CONTIN r TEKS/Oft-FLEX L)cd7 z FL#14218.3 BED OF SEALANT TYP. I SELF'DRILLING SCREW, Q ��-g fig p: /14 X 1 t/ -019 3/4•EDGE DISTANCE, m Lu Q W Z a a O 1 1 Y&3'EACt•K LOCATE LOCATE 4'&r FROM EACH END. 2 SIDE OF MULLION GYPSUI/ BOARD ON AT INT.VERTICAL MULLIONS. U g J h O &JAMB ENDS I fE'FAG LOCATE(2)ANCHORS AT 114•ac 3' z �- a BV OTHERS FROM EACH SIDE OF THE VERTICAL.MULLION. O SEAL ANCHOR HEADS. F- • I SEALANT&SACKER ROD FL#142t8.3 SHIM J �T IN CON77N. �, Q BED OF SEALANT TYP G d d STUCCO Q - d SCALE: 3/8°='1- BY OTHERS DATE: 11/02/12 CONCRETE SILL--- zz DRAWN BY: KL BY OTHERS d d p CHECKED BY: • d ,•X 4'P.T.WOOD BLOcmc, 12-MIG-CS21 NO. DATE REVISIONS %}•TAPCONS o 1Y O.C. sTacr,ERm. 1•MIN. EDGE Al DISTANCE. l}•EMBEDMENT. PROJECT NO. Z HOLLOW DOOR&FRAME METAL By OTHERS 4 4 of 4 Q SHEET Barry l "Physical Science Improvements" Exterior Ceiling Framing Details SK-1 & SK-2 (w/ Calculations) Co a TSPEICH COMPANY of FLORID INC. 6351 N.W. 28&Way, Suite A Ft. Lauderdale, Florida 33309 Phone: (954) 978-2388 FAX: (954) 978-2387 Specialty Engineer: Thomas M. Kelaher, P.E. — Florid�el�Rgy p X59 d E' �E.®��, 646 1108 Southeast 14 Terrace �a �e� Eq Deerfield Beach, Florida 334.41 ��°e ms.. �1�5� Phone: (954) 360-9628 FAX: (954) 36o-oi73 a � ® °06 tkelaherenn,.gr@comcast.net Bar Universitv "Physical Science Improvements" Exterior Metal Stud Framing Specifications 1. All light steel framing shall be cold-formed galvanized formed steel members, conforming to SSMA Specifications. All steel that is 18 gage or lighter shall be Grade A, with a minimum yield strength of 33 Ksi. All steel that is 16 gage or heavier shall be Grade D. with a minimum yield strength of 5o Ksi. The approved manufacturers of the load-bearing steel stud framing members are as follows: A. STEEL CONSTRUCTION SYSTEMS,INC. B. ALISTEEL&GYPSUM PRODUCTS, INC. C. DIETRICH / CLARK FRAMING D. SOUTHEASTERN METALS E. TELLING INDUSTRIES 2. Screw fasteners shall be of the number and spacing as shown in the details, using#io-16 self-drilling screws for all of the metal stud connections. Screws shall be zinc- or cad- plated, or otherwise treated with a corrosion inhibitor. 3. All powder-actuated fasteners (denoted as P.A.F.'s in the detail drawings) to structural steel shall be o.145" diameter Knurled-shank steel pins ("Series 1600" fasteners by Ramset). 4. Kwik-Con II's (by, HILTI) shall be 1/4" diameter x 1-3/4" long,unless notedr'Qerwise 0, the '"' ' „• 5. A11 as "CEE" studs , 7C��6 per„ -.rte � B flames`` '� S. All Tracks shall be Ira � legs. ®�:� ` �o� �!S`�' o,® i}w,rrl;• �c rn',Et.PS,INC. 0 6 N®° 4015 0 1 dvc' ~6I tti t�� «40 p 4 1 aVE•. 1 n a C yu01 �� RIU� a � '•' uoEAUALE,FL� FORT to Wo ' o ® �`'s�C) A,� .�� NOTE:FTNISHTO-3.411116FUTH AND 7/8"STUCCO. NOTE:VERIFY FIELD DIMENSION WITFI ARCHITECT OR CONTRACTOR. 12'-71/4 — Q �6CiF ® e a a NOTE: STUD SPAN 9'-0" • KEY NOTES a A. 8",16 GA.CEE STUD AT 12'-0" 16"O.C.SPAN UP TO 9'-0" B. 8",16 GA.TRACK CONT. A B C w/(1)#10 SELF-TAPPERS PER FLANGE AND w/(2)1/4"x 1-3/4" 1111,11 HICK CON U'S PER STUD.NOTE:MIN.2"EDGE DISTANCE FOR TAPCONS. ®y�®e, • �N'��• ° ��°6 C. 1-1/2",20 GA.HI-HAT CHANNEL • AT THE MID-POINT OF �® 40159 FRAMING ATTACHED w/(1)010 SELF-TAPPER PER FLANGE cc PER STUD. Ref: Al/A-601 e_r Er� Thomas M. KsOshora P.E. FlLE N0: SHEET N0: EAST ELEVATION ENTRY DATE: Nov 14, 12 Florida Reg, No. 40159 CEILING FRAMING 1108 Southeast 14th Terrace DWG BY: H.M.N. Phone: (9554)c360-9628 31 Project: BARRY UNIVERSITY ��_� CHK BY: T.K. Fax: (954) 360-0173 PHYSICAL SCIENCE SCALE:1/4° EMPROVEMENTS REV $,_0» X x x x x x x X A- 1 ,_4„ x X x x x x X x X x x x x X x cU © 00 X x I x x x x x o It O X x X x x x x X x X x x x x X x 1X x x x x x x 3 �.e.••••.. � x DENOTES SCREW 5/8' CDX PLYWOOD #10 NS '°., `° SELF-TAPPING WAFER HEAD SCREWS 6' O.C. AT END 4 0 SUPPORTS AND 8' O.C. AT ° A INTERMEDIATE SUPPORTS, ty jt r Thomas M. k®��hare P.E. CDX FASTENING PATTERN- FlLE N0: SHEET N0: Florida Reg. No. 40159 AT ROOF AND VERTICALS DATE: Nov 14, 12 1108 Southeast 14th Terrace DWG BY: H.M.N. SK—z., Beach, Florida 33441 Project: BARRY UNIVERSITY CHK BY. T.K. Phone: (954) 360-9628 Fax: (954) 360-0173 PHYSICAL SCIENCE SCfu.E:3/4°=1'-0° EUPROVEMENTS REV THOMAS M. KELAHER, P.E. Florida Reg. No. 40159 Structural Consultants Phone(954)360-9628 FAX(954)360-0173 tkelaherengr @comcast.net 1108 Southeast 14th Terrace, Deerfield Beach,Florida 33441 DESIGN CRITERIA Project: Barry University Physical Science Improvements "Fxterior Metal Stud Framing" Design.Combinations Required • Dead Loads + Positive Wind Loads • Dead Loads + Negative Wind Loads DESIGN STANDARDS A. AISI-"Specification for the Design of Cold-Formed Steel Structural Members" B. ANSI/AWS D1.3-"Structural Welding Code-Sheet Steel" C. ASTM A525-"Specification for Sheet Steel"for Galvanized Steel(zinc-coated` N$ using the Hot-Dip Process) Of J ` { a �- t CONNECTION DETAILS Types of Fastenings: A. Self-Drilling, self-tapping #io-i6 self-drilling screws(by GRABBER,ITW/Buildex,or an approved equal) B. "Kw&-Con H"threaded concrete fasteners(by HII.TI) C. "Series 1600"Knurled Powder-actuated fasteners("P.A.F.'s")(by Ramset) Framing Member Properties- As per the SSMA Standards and AISI Specifications: I FY=33Ksi ............................................ Fu-45YA Fy=5o Ksi ............................................ Fu=65 Ksi The fuming members are to be galvanized"C"-shaped cold-formed steel studs by ALLSTEEL& GYPSUM PRODUCTS,INC.of Florida, CLARK FRAMING, DIETRICH INDUSTRIES, TEI I•iNG INDUSTRIES,or an approved equal. i Design Member Thicknesses for Metal Studs are as follows. 20 Gage ........................ .0346 m. (Fy—33 Ksi) 18 Gage ........................ .0451 m. (Fy—33 Ksi) 16 Gage ........................ .o566 in. (Fy=5o Ksi) 14 Gage ........................ .o7i3 in. (Fy=5o Ksi) Connection Type A - Sheet Steel to Sheet Steel, using #i0-16 Self- Drilling Screws Self-drilling, self-tapping screws are by GRABBER, ITW/Buildex, or an approved equal. Screws shall have a cadmium corrosion-resisting coating,or have an electro-galvanized finish. Refer to the published literature by GRABBER As per the requirements of The American Iron& Steel Institute (AISI), the allowable shear and tension values should be the Average Ultimate Strength value divided by a Safety Factor of 3.0 (min.). For an increased Safety Factor for this project,use a Safety Factor of 3.5• Therefore,the allowable shear values for these#10-16 screws are as shown below. Shear load capacities are as follows Ga e h g S ear Load Capacrtv 20 ....................................... .816 Rips / 3.5 S.F. _ .233 Rips t8 ........................................ 1.228 Rips / 3.5 S.F. _ .351 Rips 16 ........................................ 1.497 Kips / 3.5 S.F. _ .428 Rips 14 ........................................ 1.55o Kips / 3.5 S.F. _ .443 Kips Therefore,the allowable pullout tension values for these#10-16 screws are as shown below. Tension load capacities based on Pullout)are as follows Gage Pullout Load Capacity 20 ....................................... .386 Rips / 3.5 S.F. _ .110 Rips 18 ........................................ .551 Kips / 3.5 S.F. _ .157 Kips 16 ........................................ .724 Kips / 3.5 S.F. _ .207 Kips 14 ........................................ 1.047 Kips / 3.5 S.F. _ .299 Kips 0 Refer to the published literature by 1TW/Buildex. As per the requirements of The American Iron &Steel Institute (AISI), the allowable shear and tension values should be the Average Ultimate Strength value divided by a Safety Factor of 3.0 (min.). For an increased Safety Factor for this project,use a Safety Factor of 3.5. Therefore,the allowable shear values for these#10-16 screws are as shown below. Shear load capacities are as follows: Gage Shear Load Catx 20 ....................................... .728 Kips / 3.5 S.F. _ .208 Rips 18 ........................................ 1.266 Kips / 3.5 S.F. _ .362 Rips 16 ........................................ 1.54.0 Kips / 3.5 S.F. _ .440 Kips 14 ........................................ 1.552 Kips / 3.5 S.F. _ .443 Kips Therefore,the allowable pullout tension values for these#io-16 screws are as shown below. Tension load capacities based on Pullout)are as follows: Gage Pullout Load Capacity 20 ....................................... .299 Rips / 3.5 S.F. = .o85 Rips 18 ........................................ .499 Rips / 3.5 S.F. = .142 Rips 16 ........................................ .7o8 Rips / 3.5 S.F. = .202 Rips 14 ........................................ .967 Rips / 3.5 S.F. = .276 Rips Connection I�Ve B-Powder-Actuated Fasteners to Steel Values are based on Powder-Actuated Fasteners by Ramset. See Appendix B for the published literature by Ramset. The specified P.A.F.is the"Series i600"Knurled-shank pin(by Ramset). As per the published literature by Ramset, the allowable shear and tension values in ASTM A36 hot-rolled steel are as shown below. Steel Thickness=g/16" Shear Cap. = 636 lbs./i,(Ramset) Tension cap. = 2o6 lbs./,iin(Ramset) Steel Thickness=1L4"_ Shear Cap. = 659 lbs. in Otamset) Tension cap. = 584 lbs. (Ramset) Steel Thickness=g/8" Shear Cap. = 73o lbs./pin(Ramsetl Tension cap. = 68o lbs/men(Ramset) Connection Type C- KWIK CON"Fasteners to Concrete These proprietary fasteners are threaded concrete fasteners,and shall be 1/4"diameter with an embedment depth as specified below and in the details. Provide 2"min.edge distance and 2-1/2" spacing,as per manufacturer's recommendations. For the Kwi&--Con fastener (by HM=, the allowable design loads (in regular concrete with a compressive strength of 4,000 psi)for 1-5/8"embedment are as follows: Shear Capacity = 5651bs. Tension Capacity = 560 lbs. V I�pS KAY- , �= � ( 1553, x Thomas M Kelaher P.E. BARRY UNIVERSITY Structural Consultants `Physical Science Improvements" Florida P.E. #40159 Exterior Ceiling Framing Details 1108 S.E.14th Terrace Details By T.K. Job No. Date: Client: Deerfield Beach,FL 33441 Lotspeieh Co. Phone:(954)360-9628 Checked BY T.K. Rev.Date: Scale: Of Florida, Fax:(954)360-0173 Inc. tkelaherengr @comcastnet -Z J 40� '1X L u , J 16: V Thomas 1VL Kelaher P.E. BARRY UNIVERSITY Structural Consultants "Physical Science Improvements" Florida P.E. #40159 Exterior Ceiling Framing Details 1108 S.E.14th Terrace Details By: T.K. Job No. Date: Client: Deerfield Beach,FL 33441 LOtspeich Co. Phone:(954)360-9628 Checked By T.K. Rev.Date: Scale. of Florida, Fax:(954)360-0173 tkelaherengr@comcastnet Inc. 3.3.13 KWIK-CON 11+ Fastening System 3.3.13.1 Product Description 3.3.13.1 Product Description 3.3.132 Material Speclflcaft s The Hilti KWIK-CON ll+Fastening Guide Speciific:ations 3.3.13.3 Technical Data System for concrete and masonry Concrete Screw Anchors 3.3.13.4 Installation Instructions consists of the KWIK-CON 11+fastener, Concrete or masonry screw anchors 3.3.13.5 Ordering nformation the KWIK-CON ll+drive tool,and a Hilti 9 shall be manufactured from AIS!1021 matched tolerance carbide-tipped cold rolled steel case hardened to a drill bit minimum Rockwell Hardness C 45 or Product Features stainless steel conforming to A(St 410. • Choice of head styles—Torx Hex The concrete or masonry screw anchors Washer Head for fast,secure driv- shall have a trilobular,cold formed ing;Torx or Phillips Flat Head for thread design and 8 threads per inch. countersinking applications Screw anchors shall have one of the • Matched tolerance carbide-tipped following head designs.Tapered flat drill bit supplied with each box of head with T-25 TOR)(rec:ess,Tapered 100 KWIK-CON ll+fasteners flat head with T-27 TOR)(recess or • Exclusive internal TOR)(drive 5/16"hex washer with intemal T-25 • Choice of 1/4"or 3/16"diameter TORX recess. Anchor plating shall be fasteners in accordance with ASTM 8633 SC 2 • Fasteners protected by corrosive Type 11 to a minimum thickness of 8 resistant coating;stainless steel fasteners available in select sizes pm. Anchors shall be Hilti KWIK-CON II High quality Hilti SDS and straight anchors as supplied by Hilti. shank drill bits(Refer to section Installation 43.12.5) Concrete or masonry screw anchors shall be installed in holes drilled with matched tolerance Hiiti carbide-tipped drill bits supplied with each box of KWIK-CON II anchors.Installation shall be in accordance with manufacturer's installation instructions. UstingstApprovals Metro-Dade County Pending 340 HIK Inc.(xJS)1-800-879-80W I wwwAnj can I an espaft 1-800-879-50M) I HIM(Canada)Corp.1400-363-4458 I vwwvJMca I Anchor Fastening Technical Guide 2011 KWIK-CON 11+ Fastening System 3.3.73 3.3.73.2 Material Specifications fY mm.f" Material Composition 1018 to 1022 cold rolled steel(case hardened to HRC 45 minimum) 3/16" 137 138 114" 157 163 or 410 Stainless Steel 3116" 157 184 1/4" 170 194 Head Styles Tapered flat head with 03 Phillips recess(3/16"and 1/4"diameter anchors) , , , Tapered flat head with T-25 TORX recess(3/16"diameter anchor) Tapered flat head with T-27 TORX recess(1/4"diameter anchor) 5/16"hex washer with Internal T-25 TOW recce(3/16"and 1/4"diameter anchors) Head Diameter 0.507"maximum(3/16"and 1/4"tapered Philliips flat head and 1/4"tapered T-27 TOR)(flat head anchors) 0.385"maximum(3/16"tapered T-25 TORX flat head anchor) 0.432"maximum(3/16"and 1/4"T-25 TOR)(hex washer head anchors) Thread Diameter Nominal 3/16';Major.0.217';Minot2:0.145" Nominal 1/4";Major. 0283";Mlnore:0.190" Shank Diameter 3/16"-0.170" 1/41--0224" Lengths 1-1/4",1-3/4",2-1/4",2-3/4",3-1/4",3-314",4"(See Ordering Information Section 4.3.10.5) Thread Design Trilobular,cold formed Threads per Inch 3/16"anchor=8 T.P.I. 1/4"anchor=8 T.P.I. Inches of Thread per fastener 1.875"maximum Plating 8 pm Anc%hromate plating in accordance with ASTM 8633,So 2,Type II,on carbon steel anchors Bending CaPachy Ductility at 101 minimum 1 Mechanical properties based on limited(30 samples)testing of actual KWIK-CON II samples (.e.not based on minimum steel properties). 2 Minor diameter based on average root diamter of 30 KWIK-CON 11 samples(i.e.not a controlled dimension). I Hilts,ina.(Lq 1-8W-879-8000 1 www.w.hitti cwn I an espahol 1-800-879-5000 1 Hilts(Canada)Corp.1-800-3634458 1 wwwJ*&ca I Anchor Fastening tecWdcal QLdde 2011 341 3.3.13 KWIK-CON 11+ Fastening System 3.3.13.3 Technical Data Table 1 -Tension and Shear Allowable Loads in Concrete'2 Embedment 2000 psi(13.8 MPa) 4000 psi(27.6 MPa) 6000 psi(41A MPa) Anchor Dia. Depth Tension Shear Tension Shear Tension Shear In. In.(mm) lb 0" lb(kM lb P" lb(kiv) lb Q" lb(I(N) 3/16 1 100 260 125 260 185 280 (25) (0.44) (1.16) (0.56) (1.16) (0.82) (1.25) 3/16 1-3/4 275 260 295 265 325 300 (44) (1.22) (1.16) (1.31) (1.18) (1.45) (1.33) 1/4 1 190 325 240 390 275 540 (25) (0.85) (1.45) (1.07) (1.73) (9.22) (2.40) 1/4 1-3/4 425 560 625 600 650 600 (44) 1 (1.89) (2.49) (2.78) (2.82) 1 (2.89) (2.67) 1 Published load values represent the average test results of testing conducted in local base materials using HIM matched-tolerance drill bits. Because of variations in materials,on-site testing is necessary to determine actual performance at any specific site. 2 Allowable working loads are based on a safety factor of 4.0. Table 2-Tension and Shear Ultimate Loads in Concrete' Embedment 2000 psi(13.8 MPa) 4000 psi(27.6 MPa) 6000 psi(41.4 MPa) Anchor Dia. Depth Tension Shear Tension Shear Tension Shear in. in.(mm) lb P" lb a" lb 0" lb(Ids lb Q" lb 0" 3/16 1 400 1050 500 1050 750 1150 (25) (1.78) (4.67) (2.22) (4.67) (3.34) (5.12) 3/16 1-3/4 1100 1050 1180 1070 1300 1200 (44) (4.89) (4.67) (5.25) (4.76) (5.78) (5.34) 1/4 1 760 1300 970 1575 1100 2175 (25) (3.38) (5.78) (4.31) (7.01) (4.89) (9.68) 1/4 1-3/4 1700 2250 2500 2400 2600 2400 44) (7.56) (10.0) 01.1) (11.3) (11.6) (10.7) 1 Published load values represent the average test results of testing conducted in local base materials using Hilts matched-tolerance drill bits. Because of variations in materials,on-site testing is necessary to determine actual performance at any specific site. 2 Allowable working loads are based on a safety factor of 4.0. Table 3-Tension and Shear Allowable Loads Table 4-Tension and Shear Allowable Loads In Hollow Block7z In Red Brick'.2 Anchor Dia. Embed.Depth Tension Shear Anchor Dia. Embed.Depth Tension Shear In. in.(mm) lb W lb(I" in. in.(mm) lb 0" lb,0" 3/16 1 150 225 3/16 1 125 235 (25) (0.67) (1.00) (25) (0.56) (1.05) 3116 1-3/4 290 300 3116 1-3/4 350 300 (44) (129) (1.33) (44) (1-S) (1-33) 1/4 1 165 275 1/4 1 205 415 (25) (0.73) (122) (25) (0.91) (1.85) 1/4 1-3/4 310 400 1/4 1-3/4 350 500 (44) (1.38) (1.78) 44 (1.56) 2.22) 1 ASTM Specification C90 Grade N.Type II pilot holes drilled with 1 This test was performed on individual specimens of ASTM C62 TIB matched tolerance bits for concrete blocks. common red brick.Due to the wide variations encountered In the 2 Allowable working loads are based on a safety factor of 4.0. compressive strength of brick,these values should be considered Guide Values. 2 Allowable working loads are based on a safety factor of 4.0. The anchors are installed a minimum of 12 diameters on center with a minimum edge distance of six diameters for 100 percent anchor efficiency.Spacing and edge distance may be reduced to six diameter spacing and three diameter edge distance providing values are reduced 50 percent.Linear interpolation may be used for intermediate spacing and edge margins. Combined Shear and Tension Loading Nd ) + ( I ) s 1.0 (Ref.Section 4.1.9.6)Vd 342 HIIti,Inc.(US)1-r00-8`79-80M I www4a ti corr► 1 en espatioi 1-800-878-5M I HIM(Canada)Corp.1-800-383-4458 1 wwwJditca I Anchor Fastening Technical Guide 2011 KiNIK-CON 11+ Fastening System 3.3.73 3.3.73.4 Installation Instructions r s T Determining the Correct Hole Diameter KWIK-CON N+Fastener&Hole Depth The diameter of the drilled hole is also The Hilt!KWIK-CON II+masonry important to the performance of the fastening system consists of the KWIK- KWIK-CON II+masonry fastening . y CON II+fastener,the KWIK-CON II+ L system.Using Hilt!TKC(concrete)or drive tool,and a TKC or TKB matched TKB(block)matched tolerance carbide- A tolerance carbide-tipped drill bit. tipped bits will help assure consistent j Consistent performance and maximum fastener pe performance and maximum pullout strength can be assured only pullout strength. { when all three elements of the system ; are properly used. Fastener Length ` fr v '� � 45\..4C may+ The length of the KWIK-CON II+ � fastener to be used is determined by $�5 combining the thickness of the fixture P „f � 8 being attached(A)with the desired "M� ��, a depth of embedment in the masonry % ` material(B).It is recommended that MR2. , II a minimum of 1 and a maximum , of 1-3/4"embedment be used in a z determining fastener length. Hid StylesA � '� TORX Hex Washer Headyy KWtK-CON II+fastens are available Uses either TORX or hex drives in 1/4"and 3/16"diameters.The Washer head provides a r diameter of the fastener and the depth bearing surface for fast, of embedment affect pullout strengths. secure fastent Application strength requirements and TORX or Phillips Flat Head A=F being a#whed Used when a countersumk B=KWIK-CON 11+embedment safety factors should be considered is desirable when determining the depth of minimum recommended maxtrrwm of 1-3/4" embedment and fastener diameter.For assistance,contact your local Hilti Sales 1w 8 to he used KWiK-CON II+ Representative. +C=Depth of hod drltlel Hole Depth must be at least 1/2"deeper than KWIK-CON Ii+embedment A TKC matched tolerance carbide Torx Hex Washer tipped drill bit is supplied with each Head Internal Tom box of KWIK-CON 11+fasteners.The correct hole depth(B+C)can normally be obtained by drilling the full length of this bit.In all cases,the hole must be at least 1/2"deeper than the depth of the fastener embedment. Torx or Phillips Flat Head F T 2011 343 Hilo,Itx.{US)1-1�-i71-1�1�wNtr► 1�upRN 1-1�-i71-� 1 Hitt(Caru�y Cam•1-�-3M-M5i 1 www.t�.M I MMur �w�i� finical iul�t (Oslo Water and Sewer PO Box 330316.3575 S.Lejeune Road M I AM I•DADE_ Miami Florida 33233-0316 VERIFICATION FORM T 305-665-7471 EXPIRES ONE YEAR FROM DATE ON FORM miamidade.gov ATLAS PAGE: F-7 INV#: Imo(. l-1 • FORM#: 201235038 DATE: 10/9/2012 NAME OF OWNER: BARRY UNIVERSITY M2012009315 PROPERTY ADDRESS: 111300 NE 2 AVE PROPOSED USAGE i 1250 SF ANATOMY LAB&66_0S F STOCK ROOM PER PLANS NO. OF UNITS: ........... —......._..---...—..._._.. REPLACES: PREVIOUS VAC SPACE USAGE/NO. OF UNITS: _..._..__ _._..._._._...._._.._._.._... — -- .......--....... --.._._..._...._—_........--...... ...._. _- PROPERTY LEGAL: 36 52 41 40 AC SE1/4 OF NE1/4 LESS E35FT&LESS W40FT FOLIO NUMBER: �—-11-2136-000-0050 l GALLONS PER DAY INCREASE: —229 PREVIOUS FLOW: 0 PREVIOUS SQUARE FOOTAGE: 0 0 NEW CONSTRUCTION PROPOSED FLOW: _ 229! PROPOSED SQUARE FOOTAGE: 1,910 ❑ INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N)_12_INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE",UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT,(AGREEMENT ID# N/A) SUBJECT TO PROHIBITIONS OR RESTRICTI4CMENTS:GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. Antonio C. S®tolongo-New BY: Suisinew Repnoentative SIG OF REPRESENTATIVE AUTHORIZED BY NEW BUSINES W/S CC'S W=318.31 +S=1282.40+VF FEE 150.00=WSC 90.00=$1840.71 TOTAL VALID ONLY W PD INVOICE �_.....__..__.......... -- ......... ---_ ----........_... .-.............--------------....._.._.............._—.._.._.__...._----------..__......_._—.-.._ PLANS REVIEW COMMENTS: CRITERIA F-2 THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N)__7_INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE",UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID#N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE:TWO HUNDRED TW NINE[229] GALLONS PER DAY INCREASE. Antonio C. S®tolongo-New BY: Business Representative rTURE OF REPRESENTATIVE AUTHORIZED BY NEW BU N OMMENTS: D.E.R.M.SEWER ALLOCATION LETTER DATED:09/18/2012 2012 02778'PRIVATE SEWER SYSTEM"' I .........._..---.......--....._------...................--- .......--._....._.............--.._..._.... - _.........--._.._..—_....— .........---— PLANS REVIEW COMMENTS: CONTACT NAME: YENI Pdnted On:10/9/2012 NB: Antonio C.Sotolonoo CONTACT PHONE: 30 970-14 4:08:21 PM PR: AUTHORIZED BY: PS t I�II�II�IIII��DI�IIII�IIIIUIIINIIIaIIIIIQIII�II�II�IIIn�III��IIII�pIII��ll0ll�llillilll 20Regulatoryand Economic Resources Environmental Plan Review ��A�a��E 11805 S.W.26 Street(Coral Way) Room 124 Miami,Florida 33175-2474 T786-315-2800 F 786-315-2919 miamidade.gov/development 9/18/2012 Issued Date:9/18/2012 BARRY COLLEGE YENI RODRIGUEZ PO BOX 661194 MIAMI,FL 33066 RE: Sewer System Treatment and Transmission Capacity Certification The Miami-Dade County Department of Environmental Resources Management(DERM)has received your application for approval of a sewer service connection to serve the following project which is more specifically described in the attached project'summary. Project Name:BARRY UNIVERSITY/M2012009315 Project Location: 11300 NE 2 AVE,,FL 00000 Previous Use:VACANT LAND Proposed Use:ATTACHED ADDITION OF 1910 SF TO BARRY UNIVERSITY BUILDING. CONSISTING OF: 1250 SF ANATOMY LAB+660 SF STOCK ROOM. Previous Flow:0 GPD Total Calculated Flow:229 GPD Allocated Flow:229 GPD Sewer Utility:PRIVATE Receiving Pump Station:99-00050A DERM has evaluated your request in accordance with the terms and conditions set forth in Paragraph 16 C of the First Partial Consent Decree(CASE NO.93-1109 CIV-MORENO)between the United States of America and Miami-Dade County. DERM hereby certifies that adequate treatment and transmission capacity,as herein defined,is available for the above described project. Furthermore,be advised that this approval does not constitute Departmental approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this project Also,be advised that the gallons per day(GPD)flow determination indicated herein are for sewer allocation purposes only (in compliance with Consent Decree requirements)and may not be representative of GPD flows used in calculating connection fees by the utility providing the service. Please be aware that this certification is subject to the terms and conditions set forth in the Sewer Service Connection Affidavit filed by the applicant,a copy of which is hereby attached. Should you have any questions regarding this matter,please contact the Miami-Dade.Permitting and Inspecting Center(MDPIC)(786) 31.5-2800 or DERM Office of Plan Review Services,Downtown Office(305)372-6899. Sincerely, Lee N.Hefty,Assistant Director 2Q0 Department of Regulatory and Economic Resources, Z Environmental Resources Management A �� By: Carlos L.Hernandez,P.E. n Chief,Environmental Plan Review Environmental Resources Management OVA Y P9ge 1 of 2 Y Owner's Name: BARRY COLLEGE Owner's Address:. Regulatory and Economic(Resources ` Environmental Plan Review MIAMHDADE 11805 S.W.26 Street(Coral Way) Room 124 .. EEOS Allocation Number:2012-ALLOCATION-02778 Miami,Florida 33175-2474 T7861315-2800 F786-315-2919 Project: BARRY UNIVERSITY/M2012009315 mifamifgagegovfdevelopment. Proposed Use:ATTACHED ADDITION OF 1910 SF TO BARRY UNIVERSITY BUILDING. CONSISTING OF: 1250 SF ANATOMY LAB+660 SF STOCK ROOM. Pump Station:99-00050A Projected NAPOT:2.36 ® o � gar} ® � ® � •• �� . o ® D � a 4 �i 1121360000050 / 11300 NE 2 - 229 APP 9/18/2012 :.yy 12117/2012 CC12-768 AVE Page 2 of 2 j I • Water Supply Certification Number:7590-VF-201235038 Water Supply Certification Issued Date: 10/10/2012 Building Process Number: M201235038 Applicant: YENI RODRIGUEZ Owner/Agent: N/A PO BOX 661194 Organization: MIAMI, FL 33066 Re: Adequate Water Supply Certification The Miami-Dade Water and Sewer Department (Department) has received your request to receive water services to serve the following project which is more specifically described in the attached Agreement, Verification Form, or Ordinance Letter. i Project Name: BARRY UNIVERSITY M2012009315 Project Location: 11300 NE 2 AVE Miami Shores Previous Use:VAC SPACE Proposed Use:1910 SF SCHOOL Previous Flow: 0(GPD) Total Calculated Flow: 229(GPD) Reserved Flow: 229(GPD) The Department has evaluated your request pursuant to Policy CIE-513 and WS-2C in the County's Comprehensive Development Master Plan and Limiting Condition No. 5. of the South Florida Water Management District Water Use Permit Number 13-00017-W. Based on its review of all applicable information, the Department hereby certifies that adequate water supply is available to serve the above described project. This Adequate Water Supply Certification will expire if a building permit is not applied for within 365 days of the date of issuance of said certification. If an Agreement is executed for the proposed project, the certification will remain active with the terms of the Agreement until such time as the building permit is applied for. If a building permit is applied for in accordance with the aforementioned conditions, this certification will remain active with the building permit process. Furthermore, be advised that this adequate water supply certification does not constitute Department approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this project. Also, be advised that the gallons per day (GPD) flow reserved herein is for water certification purposes only and may not be representative of GPD flows used in calculating connection fees by the utility providing the service. Should you have any questions regarding this matter, please contact Maria A.Valdes, Chief, Comprehensive Planning And Water Supply Certification Section, (786)552-8198 or via email at mavald @miamidade.gov. Sincerely, Comprehensive Planning And Water Supply Certification Section. 8A09A 150-BCD7-4B76-B 1 EC-80E 1 D2FAE3 54 a i Miami Dade Water and Sewer Department New Business Office ------- - INVOICE#: 142198 MAW P.O. Box 330316 DATE: October 17.2012 0 Miami, Florida 33233-0316 CUSTID: _ 160648 3575 South LeJeune Road, Room 114 PeopleSoft Acct ID#, 5622301161 Miscellaneous Charges Building Process#: Xi 2013008067 INACCOUNT WITH BARRY UNIVERSITY 11300 NE 2 AVE Miami, FL 33161- -REFERENCE CC'S PD 1250 SF ANATOMY LAB&6C0 SF STOCK ROOM PER PLANS REPLACING VAC SPACE @11300 NE 2 ER WATER:r — N/A AVE,VF 201235038,rROCESS M2012009315,FOLIO 1121360000050. ER SEWER: N/A AGMTID: ---. __- +DESCRIPTION QTY DESCRIPTION G/L CODE CIS ADJ, UNIT i AMOUNT GPD s CD -,-PRICE 229 Conn Chg- WASD Sewer 6897501-EW623'. 5.60', 1,282.40:1 229 Cann Chg- WASD Water 6897501-EW223 1.39 318.31 - 1 Water* rif For-m- ton-11 t'sg(Sewer) 64 6663-EW501 -- - - 75.00- - 75 Ve00: 1 Verif Form-non-res exist'g(Water) 6436663-EW101 75.00 75.00 TOTAL: $1,84011 i I WATER DEPOSITS: $0.00 SEWER DEPOSITS: $0.00 INVOICE NO. 142198 TOTAL: $1,840.71 Tf' 9`Tt TEE IfS)81TI Original 1 10/171201.%By:Armando Rodriguez It 11 813M W330 Distribution: White-Customer, Yellow-General Office,Pink-Local Offlce,Gold-New Business LMMI02X I B SS3md 88TQILT@ RT62 1# IOWlSI+TtQil WNIHOW = 831M i i ]Barry University Addition DESIGN CRITERIA A. CODES: 2007 Florida Building Code (w/2009 Revisions) i B. REFERENCES: � ACI 318-05 AISC Manual of Steel Construction, 13"' Edition AWS D1.1-04 Structural Welding Code, Steel ° AWS D1.4-98 Structural Welding Code, Reinforcing Steel PCI MNL 116-99 Manual for Quality Control 3'd Edition PC[ MNL 120-04 Design Handbook 6t' Edition I C. MATERIALS: Concrete @ Release f ci=3500 psi (min.) Concrete @ 28 Days f c=6000 psi Concrete wt. = 150 pcf Strand ASTM A416 Gr 270 ' (fy—270ksi) Welded Wire Mesh ASTM Al 85 (fy=60ksi) ' Mild Reinforcing Steel ASTM A615 Gr 60 (fy--60 kso Anchor bolts ASTM A36 (wl std hook) or A307 ' Nuts ASTM A563 Washers ASTM F436 Steel Wide Flange ASTM A992 Gr 50 Steel Tube ASTM A500 Gr B ' Steel Plate ASTM A36 UNO Bolts ASTM A307 UNO Welding Electrodes E70XX ' D. DESIGN LOADS: Dead Loads ' 8' HollowCore = 58 psf Superimposed = 17 psf Mansard Roof(4'-6'wide) =25 psf Mechanical unit = 2300 Ibs ' Live Load Roof = 30 psf c: — Express Engineering.LLC ExE Job 1220 Sheet of _.___ _-..._ -' I ISS Cranes Roast BIVd#2050 ; Express in r;n9 Altamonte S ri CaIcE By Jae S. Date: 11/17.2012 r Sp pings,FL 32701 FL CA#26911 Ph.32I.251.630S Ch'd By Date: wwu•. xn=ena e�ttt � Client Structural Prestressed Industries, Inc. Client Job 12-12 DT i Jab Name: 13arry University Addition Location Miami Shores, FL 1 sar smj-� a Sol to`° 1 _R Cryy _ _- �IGy �r s f 4,C no tri- j of#T' cvpq C) Express Engineering,LLC 155 Cranes Roost Blvd Ste 204)Altamonte Springs,FI 32701 Ph.321.251.6305 A-w-w.ExpressEng.com � 1 Express Engineering LLC PHONE: 321.251.6305 1 SHEET 1 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 ------I-BY Joe DATE 11-27-12 # ' PHONE TOLL-FREE 1 7800-451-5327 TAMPA AREA: 813-9$5-9170 1 CRYl. DATE ---------------- PROJECT: Barry University Addition INPUT DATA 1 ---------------------- PROJECT DATA ' Project Name : Barry University Addition { User Job Number : 1220 State SPY State Job Number : 12-12 HC 3 Description : Case #1 Roof Slabs, 8" HC SDL=17psf, LL=30psf Span = 32'-2 1/2" Design Code : ACI 318-05 j PRECAST DATA SPAN DATA CONCRETE DATA ' Section Id : 4' HC8_SPY U1 Overall Len 32.20 €t Precast Type : HOLLOW CORE Support Loc Left,ft Right,ft f'c,psi 6000 Area,in2 220.8 Release 2.00 2.00 f'ci,psi . 3500 Yb,in 4.0 Final 0.25 0.25 Wc,lb/ft3 : 150.0 ' M.I.,in4 1694 Boundaries : 2.00 2.00 Ec,ksi 4696.0 Bfl-top,in 47.94 Use Boundary: NO Eci,ksi 3586.6 Tfl-top,in 1.06 Location INTERIOR fct si H,in 8.00 rP 0 Bfl-bot,in 47.94 ecru 0.0030 ' ALLOWABLE CONCRETE STRESSES Topping Tfl-botrin 1.06 Web extnt,in 47.94 Release Com si Tens f,ct,psi � 3000 PrP rPsi Wct,lb/ft3: 150.0 Shear wid,in 12.69 Prec-top 2100.0 -177.5 Ect,ksi 3320.6 ' V/S,in : 0.99 Bottom 2100.0 -177.5 Aoh,in2 275.63 Final Total Class U PHI FACTORS ph,in 103.88 Topg-top 1800.0 -410.8 Prec-top 3600.0 -580.9 Compress . 0.65 _ Bottom 3600.0 -580.9 Tension : 0.90 Final Total Class T Shear 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-top 3600.0 -929.5 Concrete,T: 1.00 ' Bottom 3600.0 -929.5 Steel 1.00 Final Sustained Prestress 1.00 Topg-top 1350.0 Bearing 0.85 Prec-tap 2700.0 ' LOAD M Bottom 2700.0 MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MOLT. - ' DL Factor : 1.000 1.200 At erection W/o Topg W/ Topg MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress 2.25 2.25 Shoring NONE LL/SL Fac : 1.000 1.600 Final Transform : YES ' Self Wt Self Wt : 2.00 2.00 Bearing : NO -- Release : 1.200 Prestress 2.50 2.50 Comp Shear: NO Final : 1.000 S.D.L 2.00 2.00 Hor Shear : NO Bearing : 1.150 Topg Wt 0.00 1.50 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. ---------------------- -------------------------------- -------------------------------- TOPPING DATA None OPENING DATA ------------------- None -------------------------------------------------------------------------------------- -.\2012\1220 SPI . . .\1220 SPI Barry University Roof Slabs Case #1.prt (ACI 318-v5) ` Express Engineering LLC PHONE: 321.251.6305 1 SHEET 2 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB N0. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE ---------------------------------------------------------------- PROJECT: Barry University Addition LOADING DATA Ecc,in Description SW 0.230 k/ft at 0.00 ft to 0.230 k/ft at 32.20 €t 0.000 Self Weight SD 0.017 k/ft2 at 0.00 ft to 0.017 k/ft2 at 32.20 €t 0.000 17 psf DL ' LL ---0_030-k/ft2 at 0.00 ft to 0.030 k/ft2 at 32.20 ft 0.000 30psf LL ----- ------------------------------------------------------------------- PRESTRESSED STRAND DATA 3 Strand ID: 1/2-27OK-LL LOW RELAXATION Fpu,ksi 270.00 ' Area,in2 : 0.153 Dia,in 0.50 Eps,ksi 29000.0 € i Length Multipliers: Transfer Development i Bonded: 1.00 1.00 a Debonded: 2.00 2.00 ' Losses PCI -----------Hours-to release: 24.00 Rel. humidity: 75 ---------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA ' Strands: 5.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull 0.65 * fpu * Area - 26.85 kip per strand Basic Transfer Length : 25.00 in Basic Development Length : 81.37 in Strand patterns Ycg, in = 2.70 (left) 2.70 (mid) 2.70 (right) ' Left d Right Straight ( 7) 4.00 at 1.75 in ----- ( 7) 4.00 at 1.75 in Straight ( 7) 1.00 at 6.50 in -------- ( 7) 1.00 at 6.50 in ' STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 1.00 6.50 6.50 6.50 0.65 0.00 0.00 0.00 0.00 ' 2 4.00 1.75 1.75 1.75 0.65 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.D% --------------------------Tension------------------------------------------------------------ REBAR DATA Steel Shear Steel - Es,ksi : 29000.0 Fy,ksi : 60.0 Fy,ksi : 30.0 Fy,ksi : 60.0 ' Rebar Development Length Multiplier : 1.00 -------------------------------------------------------------------------------------- REBAR PATTERN DATA ' None - STIRRUPS DATA: None STEM MESH DATA: None -------------------------------------------------------------------------------------- BEARING STEEL DATA Fy,ksi 60.0 Nu/Vu 0.200 Length,in 0.00 Width,in . 0.00 Dist to Brg,in . 0.00 Theta,min . 0.00 Theta,max : 0.00 Theta,increment : 0.00 -------------------------------------------------------------------------------------- x f i J:\2012\1220 SPI . . .\1220 SPI Barry University Roof Slabs Case #l.prt (ACI 318-05) E Express Engineering LLC PHONE: 321.251.6305 1 SHEET 2 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 11-17-12 ' PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE ------------------------------------ PROJECT: Barry University Addition i F ' LOADING DATA } Ecc,in Description SW 0.230 k/ft at 0.00 ft to 0.230 k/ft at 32.20 ft 0.000 Self Weight 3 SD 0.017 k/ft2 at 0.00 ft to 0.017 k/ft2 at 32.20 €t 0.000 17 psf DL LL ----0030-k/ft2 at 0.00 ft to 0.030 k/ft2 at 32.20 ft 0.000 30psf LL ---- -------------------------------- ---------------------------------------- PRESTRESSED STRAND DATA Strand ID: 112-27OK-LL LOW RELAXATION Fpu,ksi 270.00 Area,in2 : 0.153 Dia,in : 0.50 Eps,ksi 29000.0 ' Length Multipliers: Transfer Development Bonded: 1.00 1.00 € Debonded: 2.00 2.00 ' Losses PCI --Hours to release: 24.00 Rel. humidity: 75 ------- ---------------------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA ' Strands: 5.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) . Pull 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length : 25.00 in Basic Development Length : 81.37 in Strand patterns Ycg, in = 2.70 (left) 2.70 (mid) 2.70 (right) ' Left Mid Right Straight ( 7) 4.00 at 1.75 in ----- ( 7) 4.00 at 1.75 in Straight ( 7) 1.00 at 6.50 in -------- ( 7) 1.00 at 6.50 in STRAND GROUPS, SHIELDING AND PULL DATA ' Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 1.00 6.50 6.50 6.50 0.65 0.00 0.00 0.00 0.00 ' 2 4.00 1.75 1.75 1.75 0.65 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row - 40.0% Total = 25.0% REBAR DATA Ten-sio-n--Steel Sh-e-ar--Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi 30.0 Fy,ksi 60.0 Rebar Development Length Multiplier : 1.00 ------------------------------------------ --------------------------------------------_ REBAR PATTERN DATA ' None - STIRRUPS DATA: None -------------------------------------------------------------------------------------- _ ' STEM MESH DATA: None -------------------------------------------------------------------------------------- ' BEARING STEEL DATA Fy,ksi 60.0 NuIOu 0.200 Length,in 0.00 Width,in . 0.00 Dist to Brg,in 0.00 Theta,min . 0.00 Theta,max : 0.00 Theta,increment : 0.00 -------------------------------------------------------------------------------------- J:\201211220 SPI . . .\1220 SPI Barry University Roof Slabs Case 41.prt (ACI 318-05) ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 3 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ( CKD. DATE - - - ----------------------------------------------------------- -PROJEC----T:---Ba---- rry U-n-iversity----------Addit- ion s ' STRUCTURAL ANALYSIS --.-----------•--------------------------- --------------------------------------------- 4 CALCULATED INTERNAL CONSTANTS Beta-1,p/c : 0.750 fct/6.7,psi 0.0 Lambda,p/c : 1.000 Trans Length,in 25.00 I Sgrt(f'c),psi : 77.5 UNREINFORCED SECTION PROPERTY DATA /------------Precast-----------/ l------------Composite-----------/ ' From,ft A,in2 I,in4 H,in Yb,in Beff,in Ac,in2 Ic,in4 Hc,in Ybc,in To,ft Sb,in3 Bf,in Bv,in (gross) Sbc,in3 Tt, in Bt,in Bg,in 0.00 220.85 1694.5 8.00 4.00 47.94 220.85 1694.5 8.00 4.00 32.20 423.6 47.94 12.69 --------423_6-- 0.00 0.00 0.00 ---------------------------------------------- ------------------------- REINFORCED SECTION PROPERTY DATA - GROSS SECTION - Loc,ft A,in2 I,in4 Yb,in Sb,in3 Ac,in2 Ic,in4 Ybc,in Sbc,in3 0.58 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 ' 2.08 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 4.90 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 7.70 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 10.50 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 13.30 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 16.10 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 -------------------------------------------------------------------------------------- ' REINFORCED SECTION PROPERTY DATA EFFECTIVE Loc,ft Class TensSide CrackDepth,in Ace,in2 Ice,in4 Ybce,in Sbce,in3 0.58 U None 224.81 1715.3 3.98 431.3 2.08 U None -- 224.81 1715.3 3.98 431.3 ' 4.90 U None == 224.81 1715.3 3.98 431.3 7.70 U None 224.81 1715.3 3.98 431.3 10.50 U None 224.81 1715.3 3.98 431.3 13.30 U None -- 224.81 1715.3 3.98 431.3 ' 16.10 U -----None- -- ----224_81------1715_3 3.98 431.3 STRUCTURAL ANALYSIS ( Units: ft k , kft ) Loc SWrel SWfin DL Topg SD SL LL Ms Vs Mu Vu Tu 0.6 -0.0 1.2 0.0 0.0 0.4 0.0 0.6 2.2 6.5 2.9 8.5 0.0 2.1 -0.2 6.3 0.0 0.0 1.9 0.0 3.3 11.4 5.9 15.0 7.7 0.0 4.9 9.6 14.5 0.0 0.0 4.3 0.0 7.5 26.3 4.7 34.6 6.2 0.0 7.7 17.2 20.8 0.0 0.0 6.1 0.0 10.8 37.7 3.5 49.6 4.6 0.0 ' 10.5 22.6 25.3 0.0 0.0 7.5 0.0 13.2 45.9 2.3 60.4 3.1 0.0 13.3 25.8 28.0 0.0 0.0 8.3 0.0 14.6 50.9 1.2 66.9 1.5 0.0 16.1 26.9 28.9 0.0 0.0 8.5 0.0 15.1 52.5 0.0 69.0 0.0 0.0 Reactions: Sup-L 4.4 3.7 0.0 0.0 1.1 0.0 1.9 6.7 8.8 0.0 ' Sup-R 4.4 3.7 0.0 0.0 1.1 0.0 1.9 6.7 8.8 0.0 -------------------------------------------------------------------------------------- PRESTRESS LOSS COMPUTATIONS ( Length = 32.20 ft Loss computed at 16.10 ft) A. Final Loss (Re: PCI Design Handbook, 5th Ed, p.4-64) Kcir = 0.9 Eci,ksi = 3586.6 Mbm,kft = 26.9 A,in2 = 224.8 Kes = 1.0 Eps,ksi = 29000 Mll,kft = 15.1 I,in4 - 1715 Pi,k = 134.3 ecc,in = 1.3 fcir,psi = 412.1 (Eq 4.7.3) ' ES,psi = Kes * Eps *-fcir / Eci = 3332.4 (Eq 4.7.2) Kcr - 2.0 Ec,ksi 4696 Shoring = NONE fcds,psi 76.3 (Mod. Eq 4.7.5) CR,psi = Kcr * (Es / Ec) * (fair - fcds) = 4148.0 (Eq 4.7.4) Ksh = 1.0 V/S ratio = 0.99 RH = 75% ' SH,psi = (8.2E-6) * Ksh * Es * (1 -0.06* VIS) * (100 - RH) = 5591.1: (Eq 4.7.6)_ Tendon type: LOW RELAXATION fpu,ksi = 270.0 Kre = 5000 J = 0.040 (Table 4.7.1) C = 0.53 fpi/fpu = 0.65 fpu,ksi = 175.5 Aps,ia2 = 0.765 HEpsi = E Kre - J * (SH + CR + ES) } * C 2372.9 (Eq 4.7.7) J:\2012\1220 SPI .. .11_220 SPI Barry University Roof Slabs Case #1.prt (ACI 318-05) ' Egpre$s:£nering LLC PHONE: 321.251.6305 E SHEET 4 OF 9 239 N Hdxitt Club Blvd Suite 201 Longwood, FL 32779 1 SOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 { BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA. 813-985-9170 CRD. DATE a --------------------------- PROJECT: Barry University Addition E. B. Release Loss (Re: PCI JR 162, Sec 2.7, p.9) fst,psi = 175500.0 fpy,psi = 243000.0 (also ACE Comm Sec 18.5) fst/fpy - 0.55 = 0.172 24t 1 hrs 24tl = 24 hrs RE,psi = 927.0 (Eqs 16,17) Long term: 24tl = 100000 hrs RE,psi = 3358.3 (Eqs 16,17) RE adjusted,psi = 927.04 * 2372.88 / 3358.33 = 655.02 1 PRESTRESS LOSS SUMMARY (Computed) ' Item Release,psi Final,psi Elastic Shortening ES 3332.4 ( 1.90%) ES 3332.4 ( 1.90%) Relaxation RE 655.0 ( 0.37%) RE 2372.9 { 1.35%) Creep -------- CR, 4148.0 { 2.36%) Shrinkage -------- SH 5591.1 ( 3.190 Total loss 3987.4 ( 2.27%) 15444.4- (-8.80%) Increase in strand stress due to live loads: 831.4 { 0.47%) Total loss (including LL Recapture) : 14613.0 ( 8.33%) --------------------------------------------------------------- J:\2012\1220 S-I ...\1220 SP_r Barry University Roof Slabs Case fl.prt (ACI 318-05) i , Express Engineering LLC PHONE: 321.251.6305 i SHEET 5 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 i JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl i BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ( CKD. DATE ----------------------------------- PROJECT: Barry University Addition t RELEASE ARID FINAL STRESSES r ---------------_--__--_-_-_---___---__ _____________________________---___---_____---_- RELEASE STRESSES (psi) ( Nate: f'ci-min = 1612.7 psi } Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 f Prestress Top 54 189 189 190 190 191 191 ! Bottom 275 961 965 968 970 972 972 Losses $ 1.23 3.37 2.97 2.67 2.45 2.32 2.27 Self Weight ; Top -1 -6 269 483 635 726 757 Bottom 1 6 -266 -477 -628 -718 -748 Total (Prestress + Self Weight) Top 53 182 459 673 825 917 947 Bottom 276 968 699 491 343 254 224 -------------------------------------------------------------------------------------- TENSION STEEL (in2) Top: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Prvd 0100 0.00 0.00 0.00 0.00 0.00 0.00 Bot: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -----Prvd- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- FINAL STRESSES (psi) Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 Prestress Topping 0 0 0 0 0 0 0 ' Top 51 172 174 176 178 179 179 Bottom 260 877 889 899 906 911 912 Losses 6.69 11.97 10.83 9.94 9.31 8.93 8.80 Self Wt Topping 0 0 0 0 0 0 0 Top 34 177 407 585 712 788 813 Bottom -33 -175 -402 -578 -703 -779 -804 DL-Precast ' Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 Topping Wt ' Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 SD-Composite Topping 0 0 0 0 0 0 0 Top 10 52 120 173 210 233 240 Bottom -10 -52 -119 -171 -208 -230 -238 Total (Prestress + All DL) Topping 0 0 0 0 0 0 0 - Top 95 401 702 934 1100 1199 1232 Bottom 217 650 368 150 -5 -98 -129 Sustained Live Load Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 Total (Prestress + All DL + Sustained LL) ` Tapping 0 0 0 0 0 0 0 TOP 95 401 702 934 1100 1199 1232 Bottom 217 650 368 150 -5 -98 -129 L:L*e-Load Topping" 0 0 0 0 0 0 0 a :T:\2012\1220 SPI .. .\1220 SPI Barry University Roof Slabs Case #1.prt (ACI 318-05) Express Engineering LLC PHONE: 321.251.6305 1 SHEET 6 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 ► BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 f CFD. DATE r --------------------------------------------------------------------------------------- PROJECT: Barry University Addition Top 18 92 212 305 371 411 424 ' Bottom -17 -91 -210 -301 -367 -406 -419 Total (Prestress + All DL + All LL) Topping 0 0 0 0 0 0 0 Top 112 494 914 1239 1471 1610 1656 Bottom 199 559 158 -1510 -3720 -5050 -5490 Losses 6.67 11.87 10.59 9.60 8.89 8.47 8.33 Class U U U U 0 0 U 1 -------------------------------------------------------------------------------------- E 6 I ' � 3 J:\2012\1220 SPI ...\1220 SPI Barry University Roof Slabs Case #1.prt (ACT_ 318-J5) Express Engineering LLC PHONE: 321.251.6305 1 SHEET 7 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl 1 BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE ------------------------------------------------- ----------------------- PROJECT: Barry University Addition r ULTIMATE STRENGTH ' Phi-Flex,comp = 0.6500 Phi-Flex to = ns 0.9000 Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 ------------------------------------------------- ---------------------------------- Mu, k-ft 2.9 15.0 34.6 49.6 60.4 66.9 69.0 bfl, in 47.94 47.94 47.94 47.94 47.94 47.94 47.94 tfl, in 1.06 1.06 1.06 1.06 1.06 1.06 1.06 bw, in 12.69 12.69 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.13 0.46 0.64 0.76 0.76 0.76 0.76 fse, ksi 163.79 154.67 156.92 158.65 159.89 160.64 160.89 As, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d', in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f'c, ksi 6.00 6.00 6.00 6.00 6.00 6.00 6.00 1 c, in 0.19 0.66 0.90 1.06 1.06 1.06 1.06 Beta-1 0.750 0.750 0.750 0.750 0.750 0.750 0.750 a, in 0.14 0.49 0.67 0.79 0.79 0.79 0.79 dt, in 6.25 6.25 6.25 6.25 6.25 6.25 6.25 c/dt 0.030 0.105 0.144 0.169 0.169 0.169 0.169 Eps-t 0.097 0.025 0.018 0.015 0.015 0.015 0.015 Controls TENS TENS TENS TENS TENS TENS TENS fps, ksi 269.26 264.97 256.27 251.89 252.15 252.30 252.35 Msc,k-ft 13.5 46.2 63.2 74.1 74.1 74.1 74.2 dsc, in 5.30 5.35 5.47 5.53 5.52 5.52 5.52 cor, in 2.25 2.27 2.32 2.34 2.34 2.34 2.34 Mork-ft 104.9 106.1 109.5 111.2 111.1 111.0 111.0 phi 0.900 0.900 0.900 0.900 0.900 0.900 0.900 pMn,k-ft 13.5 46.2 63.2 74.1 74.1 74.1 74.2 pMn/Mu 4.72 3.07 1.83 1.49 1.23 1.11 1.07 -------------------------------------------------------------------------------------- - Legend COMP = Compression-Controled (c/dt > 0.600) TRANS = In-Transition {0.600 >= c/dt > 0.37_5) : TENS - Tension-Controled (c/dt <= 0.375) -------------------------------------------------------------------------------------- CRACKING LOAD (ACI Sac 18.8.3) Auto detection Bottom - max at 16.10 ft Mcr = 53.66 k-ft pMn = 74.15 k-ft -------pMn/Mcr = 1.38 fr = 581.17 psi (ACI Sec 9.5.2.3) NOTE: - Use PCI Design Handbook 5th Edition Formulae to generate Strand Stress/Strain model. -------------------------------------------------------------------------------------- J:\2012\1220 SPI .. .\1220 SPI Barry University Rocf Slabs Case #1.Frt (ACI 318-05) ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 8 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOE NO. 1220 1 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 7 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE t ---------------------- ------------------------------------- ---------------------------- PROJECT: Barry University Addition VERTICAL SHEAR AND TORSION ! Aoh,in2 = 275.63 ph,in = 103.88 Ao,in2 = 234.28 i Acp,in2 = 383.50 pcp,in = 111.88 theta = 37.50 Phi-Shear = 0.7500 c i Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 Vu, k 8.5 7.7 6.2 4.6 3.1 1.5 0.0 Mu, k-ft 2.9 15.0 34.6 49.6 60.4 66.9 69.0 Tu, k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' bw, in 12.69 12.69 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.76 0.76 0.76 0.76 0.76 0.76 0.76 d, in 6.40 6.40 6.40 6.40 6.40 6.40 6.40 4 Vd, k 4.6 4.2 3.3 2.5 1.7 0.8 0.0 1 Md, k-ft 1.5 8.2 18.7 26.9 32.8 36.3 37.4 Vi, k 3.9 3.5 2.8 2.1 1.4 0.7 0.0 Mmax,k-ft 1.3 6.9 15.8 22.7 27.7 30.6 31.6 Mcr, k-ft 24.5 40.1 29.9 22.1 16.5 13.2 12.1 Vci, k 81.6 28.5 12.5 10.8 10.8 10.8 10.8 P-eff, k 35.1 118.3 120.0 121.4 122.3 122.9 123.1 Ybc, in 3.98 3.98 3.98 3.98 3.98 3.98 3.98 fpc, psi 156 526 534 540 544 547 547 Vp, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw, k 25.8 34.6 35.0 35.2 35.3 35.3 35.4 Vc, k 25.8 28.5 12.5 10.8 10.8 10.8 10.8 Vs req, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max, k 50.3 50.3 50.3 50.3 50.3 50.3 50.3 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tli.m,k-ft 7.7 10.4 10.4 10.4 10.5 10.5 10.5 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av-prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phi*Vn/Vu 2.27 2.77 1.52 1.76 2.64 5.27 1.00 Al, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-max, in 6.0 6.0 6.0 6.0 6.0 6.0 6.0 S-prvd, in 0.0 0.0 0.0 0.0 0.0 0.0 0.0 f-act,psi 105 95 76 57 38 19 0 f-alw,psi 703 728 580 565 565 565 565 -------------------------------------------------------------------------------------- Units: Av+2At,min -> in2/ft; Av+2At -> in2/ft; Av-prvd -> in2/ft 1 -------------------------------------------------------------------------------------- III � a 't J:\2012\1220 SPI ...\1220 SPI Barry University Roof Slabs Case #l.prt (ACI 318-05) r Express Engineering LLC PHONE: 321.251.6305 1 SHEET 9 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 i PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 E BY Joe DATE 11-17-12 PHONE : TOLL-FREE-1-800-451-5327---TAMPA AREA: 813-985-9170 1 M. DATE ` --------------- -------------------------------------------------- PROJECT: Barry IIniversity Addition 7 f CAMBER AND DEFLECTIONS -------------------------------------------------------------------------------------- CAMBER AND DEFLECTION MULTIPLIERS Erection: SW - 1.85 Prest = 2.25 Final SW = 2.00 Prest = 2.50 DL = 2.00 Topg = 1.50 ------------------------------------------------------------------ ----------------- € BI-LINEAR COMPUTATIONS (Ref: Branson and Trost, PCI Journal Sep/Oct 1982) Ig, in4 - 1694 Icr, in4 = 104 McO,kft = 13.1 Mcr(-NcO),kft = 40.6 . Load Level Prest. +SW (1) +DL (2) +Topg (3) +SD+Lr/S/R (4) +SL+LL (5) Ma(-Mc0),kft . 15.8 15.8 15.8 24.3 39.4 Ie, in4 1694 1694 1694 1694 1694 CAMBER AND DEFLECTIONS (in) fi 8 Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 RELEASE Prestress -0.08 0.01 0.15 0.26 0.34 0.38 0.40 Self Wt 0.08 -0.00 -0.17 -0.31 -0.43 -0.50 -0.53 TOTAL 0.01 0.00 -0.02 -0.06 -0.09 -0.12 -0.13 ERECTION ' Prestress 0.05 0.24 0.56 0.80 0.98 1.08 1.12 Self Wt -0.05 -0.29 -0.72 -1.08 -1.36 -1.53 -1.59 TOTAL -0.00 -0.05 -0.16 -0.27 -0.38 -0.45 -0.47 FINAL Prestress 0.05 0.27 0.62 0.89 1.09 1.21 1.24 Self Wt -0.06 -0.32 -0.77 -1.17 -1.47 -1.66 -1.72 DL-Prec 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Topping 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SD-Comp -0.01 -0.07 -0.17 -0.26 -0.33 -0.37 -0.39 TOTAL -0.02 -0.12 -0.33 -0.54 -0.71 -0.82 -0.86 SL-Sust L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LL-Live -0.01 -0.06 -0.15 -0.23 -0.29 -0.33 -0.34 TOTAL -0.03 -0.18 -0.48 -0.77 -1.00 -1.15 -1.21 *NOTE: Positive deflection is up, negative deflection is down. 1 1 i J:\2012\1220 SPI ...\1220 SPI Barry university Roof Slabs Case #I.p-t (ACI 318-05) fr 1 ' Express Engineering LLC PHONE: 321.251.6305 ► SHEET 1 OF 6 /f 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 ► JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 f BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ► CRD. DATE ----- ---------------------------------------------------------------- -PRO--J-E-CT: Barry-----Univers-------ity 1 INPUT DATA -------------------------------------------------------------------------------------- PROJECT DATA Y Project Name : Barry University User Job Number : 1220 State : SPI State Job Number 12-12 HC Description : Roof Slabs, 8" HC Wind UPLIFT = 59 psf 1 Design Code : ACI 318-05 t PRECAST DATA SPAN DATA CONCRETE DATA , Section Id : 4' HC8_SPI U1 Overall Len 32.20 ft Precast Type : HOLLOW CORE Support Loc Left,ft Right,ft f'c,psi 6000 Area,in2 220.8 Release 2.00 2.00 f'ci,psi 3500 Yb,in 4.0 Final 0.25 0.25 Wc,lb/ft3 150.0 M.I.,in4 1694 Boundaries 2.00 2.00 Ec,ksi 4696.0 Bfl-top,in 47.94 Use Boundary: NO Eci,ksi 3586.6 Tfl-top,in 1.06 Location INTERIOR fct,psi 0 H,in 8.00 ecru 0.0030 B€1-bot,in 47.94 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in 1.06 f'ct,psi 3000 Web extnt,in : 47.94 Release Comp,psi Tens,psi Wct,lb/ft3: 150.0 Shear wid,in : 12.69 Prec-top 2100.0 -177.5 Ect,ksi 3320.6 V/S,in 0.99 Bottom 2100.0 -177.5 Aoh,in2 275.63 Final Total Class U PHI FACTORS ph,in 103.88 Topg-top 1800.0 -410.8 Prec-top 3600.0 -580.9 Compress . 0.65 Bottom 3600.0 -580.9 Tension 0.90 Final Total Class T Shear 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-tog 3600.0 -929.5 Concrete,T: 1.00 Bottom 3600.0 -929.5 Steel 1.00 Final Sustained Prestress 1.00 Topg-top 1350.0 Bearing 0.85 Prec-top 2700.0 Bottom 2700.0 LOAD MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MOLT. W/o Topg W/ Topg DL Factor 1.000 0.900 At erection MISCELLANEOUS DATA SD Factor 1.000 0.900 Self Wt 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress 2.25 2.25 Shoring NONE LL/SL Fac : 1.000 1.600 Final Transform : YES Self Wt Self Wt a 2.00 2.00 Bearing NO Release : 1.200 Prestress 2.50 2.50 Comp Shear: NO Final : 0.900 S.D.L 2.00 2.00 Hor Shear : NO Bearing : 1.150 Topg Wt 0.00 1.50 Bi-Linear : YES The Lr/S/R-Loads are modeled as Superimposed Dead Loads. ----- ------------------------------- TOPPING DATA None ------------------------- OPENING DATA None --------------------------------------------------------°------------------------------ J:\2012\12...\1220 SPI Barry University Roof Slabs UPLIFT Case V.prt (ACI 318-05) x ' Express Engineering LLC PHONE: 321.251.6305 I SHEET 2 OF 6 ,'• 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB NO. 1220 j PROGRAM: PRESTO v. 8.6,1 LEAP Software Inc., Tampa, F1 ( BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE --------------------------------- PROJECT: Barry University € LOADING DATA c 1 Ecc,in Description s SW 0.230 k/ft at 0.00 ft to 0.230 k/ft at 32.20 ft 0.000 Self weight LL -0.059 k/ft2 at 0.00 ft to . . . 0059 k/ft2 at 3220 ft 0000 59 sfUPLIFT _ p PRESTRESSED STRAND DATA i Strand ID: 1/2-270K-LL LOW RELAXATION u,ksi 270.00 Area,in2 : 0.153 Dia,in 0.50 Eps,ksi 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses PCI -Hours-to release: 24.00 Rel. humidity: 75 ---------- --------------------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA Strands: 5.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull 0.65 * fpu * Area - 26.85 kip per strand Basic Transfer Length 25.00 in Basic Development Length : 82.52 in Strand patterns Ycg, in 2.70 (left) 2.70 (mid) 2.70 (right) Left Mid Right Straight ( 7) 4.00 at 1.75 in -------- ( 7) 4.00 at 1.75 in Straight ( 7) 1.00 at 6.50 in ( 7) 1.00 at 6.50 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 4.00 1.75 1.75 1.75 0.65 0.00 0.00 0.00 0.00 2 1.00 6.50 6.50 6.50 0.35 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row 40.0% Total - 25.0% -------------------------------------------------------------------------------------- REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi : 30.0 Fy,ksi : 60.0 Rebar Development Length Multiplier : 1.00 -------------------------------------------------------------------------------------- REBAR PATTERN DATA None STIRRUPS DATA: None STEM MESH DATA: - --------- None BEARING STEEL DATA Fy,ksi 60.0 Nu/Vu 0.200 Length,in 0.00 width,in 0.00 Dist to Brg,in : 0.00 1 Theta,min 0.00 Theta,max : 0.00 Theta,increment : 0.00 v -------------------------------------------------------------------------------------- ) J:\2012112. ..\1220 SPI Barry University Roof Subs ?L_7F- Case #2.prt JkCi =IS-Oa) a Express Engineering LLC PHONE: 321.251.6305 I SHEET 3 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-965-9170 1 CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University a s STRUCTURAL ANALYSIS ---------------------- { CALCULATED INTERNAL CONSTANTS Beta-1,p/c : 0.750 fct/6.7,psi 0.0 Lambda,p/c : 1.000 Trans Length,in : 25.00 Sgrt(f'c),psi : 77.5 -------------- ---------------------------------------------------------------------- 1 UNREINFORCED SECTION PROPERTY DATA ; /------------Precast-----------I /------------Composite-----------/ From,ft A,in2 I,in4 H,in Yb,in Beff,in Ac,in2 Ic,in4 Hc,in Ybc,in To,ft Sb,in3 Bf,in Bv,in (gross) Sbc,in3 Tt, in Bt,in Bg,in 0.00 220.85 1694.5 8.00 4.00 47.94 220.85 1694.5 8.00 4.00 32.20 ---423_6 47.94 12.69 --------423_6--- 0.00 0.00 0.00 ---- ---------------------- ------------------------ REINFORCED SECTION PROPERTY DATA - GROSS SECTION - I Loc,ft A,in2 I,in4 Yb,in Sb,in3 Ac,in2 Ic,in4 Ybc,in Sbc,in3 0.58 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 2.08 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 4.90 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 7.70 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 10.50 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 13.30 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 16.10 224.81 1715.3 3.98 431.3 224.81 1715.3 3.98 431.3 -------------------------------------------------------------------------------------- REINFORCED SECTION PROPERTY DATA EFFECTIVE Loc,ft Class TensSide CrackDepth,in Ace,in2 Ice,in4 Ybce,in Sbce,in3 0.58 U None -- 224.81 1715.3 3.98 431.3 2.08 U None -- 224.81 1715.3 3.98 431.3 4.90 U None _= 224.81 1715.3 3.98 431.3 7.70 U None 224.81 1715.3 3.98 431.3 10.50 U None -- 224.81 1715.3 3.98 431.3 13.30 U None -- 224.81 1715.3 3.98 431.3 16.10 U 1715.3 3.98 431.3 ----- None -- ----224.81 -'- STRUCTURAL ANALYSIS ( Units: ft k , kft ) Loc SWrel SWfin DL Topg SD SL LL Ms- Vs Mu Vu Tu 0.6 -0.0 1.1 0.0 0.0 0.0 0.0 -1.2 -0.2 0.4 -1.0 3.0 0.0 2.1 -0.2 5.7 0.0 0.0 0.0 0.0 -6.5 -0.8 0.4 -5.2 2.7 0.0 4.9 9.6 13.0 0.0 0.0 0.0 0.0 -14.8 -1.8 0.3 -12.0 2.1 0.0 7.7 17.2 18.7 0.0 0.0 0.0 0.0 -21.3 -2.6 0.2 -17.3 1.6 0.0 10.5 22.6 22.8 0.0 0.0 0.0 0.0 -25.9 -3.2 0.2 -21.0 1.1 0.0 13.3 25.8 25.2 0.0 0.0 0.0 0.0 -28.7 -3.5 0.1 -23.3 0.5 0.0 16.1 26.9 26.0 0.0 0.0 0.0 0.0 -29.6 -3.6 0.0 -24.0 0.0 0.0 Reactions: Sup-L 4.4 3.3 0.0 0.0 0.0 0.0 -3.8 -0.5 -3.1 0.0 Sup-R 4.4 3.3 0.0 -0.0-- 0.0 0.0---03_8----------_0_5----------_3_1- --- PRESTRESS LOSS COMPUTATIONS ( Length = 32.20 ft Loss computed at 16.10 ft) A. Final Loss (Re: PCI Design Handbook, 5th Ed, p.4-64) : Kcir = 0.9 Eci,ksi = 3586.6 Mbm,kft = 26.9 A,in2 - 224.8 Res = 1.0 Eps,ksi = 29000 Mll,kft = -29.6 I,in4 = 1715 Pi,k = 121.9 ecc,in = 1.7 fcir,psi = 351.9 (Eq 4.7.3) ES,psi = Kes * Eps *-fcir / Eci = 2845.2 (Eq 4.7.2) Kcr = 2.0 Ec,ksi 4696 Shoring = NONE fcds,psi = 0.0 (Mod. Eq 4.7.5) CR,psi = Kcr * (Es / Ec) * (fcir - fads) = 4346.1 (Eq 4.7.4) Ksh - 1.0 V/S ratio = 0.99 RH = 75% SH,psi = (8.2E-6) * Ksh * Es * (1 -0.06* V/S) * (100 - RH) 5591.1 (Eq 4.7.6) Tendon type: LOW RELAXATION fpu,kai = 270.0 Kra 5000 J = 0-040 (Table 4.7.2) C = 0.33 fpi/fpu = 0.59 fpi,ksi = 159.3 Aps,in2 = 0.765 RE*psi = [ Kra - J * (SH + CR + ES) j * C - 1481.3 (Eq 4.7.7) \2012"1-2. 220 SPI Barry University Roof Slabs UPLIFT Case f2-prt (ACI 318-05? r f Express Engineering LLC PHONE: 321.251.6305 1 SHEET 4 OF 6 ! P 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA.: 813-985-9170 1 CKD. DATE ----------- PROJECT: Barry University t ( B. Release Loss (Re: PCI JR 162, Sec 2.7, p.9) fst,psi = 159300.0 fpy,psi = 243000.0 (also ACI Comm Sec 18.5) fst/fpy 0.55 = 0.106 24t = 1 hrs 24tl = 24 hrs RE,psi = 515.7 (Eqs 16,17) Long term: 24tl 100000 hrs RE,psi = 1868.3 (Eqs 16,17) RE adjusted,psi = 515.74 * 1481.27 / 1868.33 = 408.89 4 -------------------------------------------------------------------------------------- f PRESTRESS LOSS SUMMARY (Computed) Item Release,psi Final,psi Elastic Shortening ES 2845.2 ( 1.79%) ES 2845.2 ( 1.79%) Relaxation RE 408.9 ( 0.26%) RE 1481.3 ( 0.93t) Creep -------- CR 4346.1 ( 2.73%) Shrinkage -------- SH 5591.1 ( 3.51W) Total loss 3254.1 ( 2.04%) 14263.7 ( 8.95%) Increase in strand stress due to live loads. -2130.0 (-1.34%) --Total loss (including LL Recapture) : 16393.7 (10.29&) --------- --------------------------------------------------------------------------- r j J:E<012112...1%1220 SPIT Barry University Roof Slabs UPLIFT Case g2.rrt `ACZ 318-05; r i )�Express Engineering LLC PRONE: 321.251.6305 ! SHEET 5 OF 6 1 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 i BY Joe DATE 11-17-12 } I � PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE --------------------------------------------------------------------------------------- f PROJECT: Barry University t ULTIMATE STRENGTH F Phi-Flex,comp = 0.6500 Phi-Flex,tens = 0.9000 Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 ( -------------------------------------------------------------------------------------- Mu, k-ft -1.0 -5.2 -12.0 -17.3 -21.0 -23.3 -24.0 bfl, in 47.94 47.94 47.94 47.94 47.94 47.94 47.94 tfl, in 1.06 1.06 1.06 1.06 1.06 1.06 1.06 bw, in 12.69 12.69 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.12 0.45 0.63 0.76 0.76 0.76 0.76 fse, ksi 163.36 152.26 154.13 155.58 156.61 157.23 157.44 As, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d', in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f'c, ksi 6.00 6.00 6.00 6.00 6.00 6.00 6.00 c, in 0.18 0.63 0.82 0.93 0.93 0.93 0.93 Beta-1 0.750 0.750 0.750 0.750 0.750 0.750 0.750 a, in 0.14 0.47 0.62 0.70 0.70 0.70 0.70 dt, in 6.50 6.50 6.50 6.50 6.50 6.50 6.50 c/dt 0.028 0.097 0.127 0.144 0.144 0.144 0.144 Eps-t 0.103 0.028 0.021 0.018 0.018 0.018 0.018 Controls TENS TENS TENS TENS TENS TENS TENS fps, ksi 268.57 259.21 240.26 224.37 225.11 225.55 225.70 Msc,k-ft -6.6 -21.6 -28.6 -32.6 -32.7 -32.7 -32.7 dsc, in 2.70 2.73 2.81 2.88 2.88 2.88 2.88 cor, in 1.15 1.16 1.19 1.22 1.22 1.22 1.22 Mork-ft -35.8 -36.6 -38.7 -40.7 -40.6 -40.5 -40.5 phi 0.900 0.900 0.900 0.900 0.900 0.900 0.900 pMn,k-ft -6.6 -21.6 -28.6 -32.6 -32.7 -32.7 -32.7 pMn/Mu 6.67 4.14 2.38 1.89 1.56 1.41 1.36 Legend COMP = Compression-Controled (c/dt > 0.600) TRANS In-Transition (0.600 >- c/dt > 0.375) TENS Tension-Controled (c/dt <= 0.375) CRACKING LOAD (ACI Sec 18.8.3) Auto detection Top - max at 16.10 ft Mcr = -18.53 k-ft pMn = -32.75 k-ft pMn/Mcr = --1_77---------€r-a-581_17-psi (ACI Sec 9.5.2.3) ------------------------------------- ------------------- NOTE: Use PCI Design Handbook 5th Edition Formulae to generate Strand Stress/Strain model. -------------------------------------------------------------------------------------- �Y Y :\2012\.12...\122. S?I 3arry C>_iversi_y Roof Sl3rs UPzIKT Case #2.r_t LACI 318-01.51 - Express Engineering LLC PHONE: 321.251.6305 1 SHEET 6 OF . 6 /�✓ 239 N Hunt Club Blvd Suite 2Q1 Longwood, FL 32779 I JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE --------------------------------------------------------------------------------------- ? PROJECT: Barry IIniversity VERTICAL SHEAR AND TORSION Aoh,in2 = 275.63 ph,in = 103.88 Ao,in2 = 234.28 Acp,in2 = 383.50 pcp,in = 111.88 theta = 37.50 Phi-Shear = 0.7500 S Loc, ft -> 0.58 2.08 4.90 7.70 10.50 13.30 16.10 Vu, k 3.0 2.7 2.1 1.6 1.1 0.5 0.0 -17.3 -21.Q -23.3 -24.Q Tu, k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 bw, in 12.69 12.69 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.76 0.76 0.76 0.76 0.76 0.76 0.76 d, in 6.40 6.40 6.40 6.40 6.40 6.40 6.40 Vd, k 3.2 2.9 2.3 1.7 1.2 0.6 0.0 Md, k-ft 1.1 5.7 13.0 18.7 22.8 25.2 26.0 Vi, k 0.2 0.2 0.2 0.1 0.1 0.0 0.0 Mmax,k-ft -0.1 -0.4 -1.0 -1.4 -1.7 -1.9 -2.0 Mcr, k-ft 18.2 24.2 31.6 37.3 41.4 43.8 44.6 Vci, k 61.4 19.1 11.7 10.8 10.8 10.8 10.8 P-eff, k 31.8 105.7 107.0 108.0 108.7 109.2 109.3 Ybc, in 3.98 3.98 3.98 3.98 3.98 3.98 3.98 fpc, psi 141 470 476 481 484 486 486 Vp, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw, k 25.5 33.5 33.6 33.7 33.8 33.8 33.9 Vc, k 25.5 19.1 11.7 10.8 10.8 10.8 10.8 Vs req, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max, k 50.3 50.3 50.3 50.3 50.3 50.3 50.3 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlim,k-ft 7.6 10.0 10.0 10.1 10.1 10.1 10.1 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av-prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phi*Vn/Vu 6.43 5.35 4.11 5.05 7.58 15.16 1.00 Al, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-max, in 6.0 6.0 6.0 6.0 6.0 6.0 6.0 S-prod, in 0.0 0.0 0.0 0.0 0.0 0.0 0.0 f-act,psi 37 33 26 20 13 7 0 ' f-alw,psi -----700------641 573 565 565 565 565 ------ - ------------------------------------------------------------------------------------ Units: Av+2At,min -> in2/ft; AV+2At -> in2/ft; Av-prvd -> in2/ft _ -------------------------------------------------------------------------------------- a J:\2012\12.. .\1220 SPI Barry University Roof Slabs [-?�ITFT Case 02.prt `ACI 318-05? 1 Express Engineering LLC }} PHONE: 321.251.6305 E SHEET 1 OF 9 t� 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 + JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 p BY Joe DATE 11-17-12 ' PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 CKD. DATE i PROJECT: Barry University Addition i INPIIT DATA PROJECT DATA Project Name Barry University Addition User Job Number 1220 x State SPI o State Job Number 12-12 HC Description Case #3 Roof Slabs, 8" HC x 2' wide x 20'-10" supporting 4 ft hanger at 4'-5" Design Code : ACI 318-05 PRECAST DATA SPAN DATA CONCRETE DATA Section Id : 2'-2 HC8_SPI Overall Len 20.80 ft Precast Type : HOLLOW CORE Support Loc Left,ft Right,ft f'c,psi 6000 Area,in2 132.7 Release 2.00 2.00 f'ci,psi . 3500 Yb,in 4.0 Final 0.25 0.25 Nc,lb/ft3 : 150.0 M.I.,in4 966 Boundaries 1.80 1.11 Ec,ksi 4696.0 Bfl-top,in 26.75 Use Boundary: NO Eci,ksi 3586.6 T€1-top,in 1.06 Location INTERIOR fct,psi 0 H,in 8.00 . eccu 0.0030 Bfl-bot,in 26.75 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in 1.06 f'ct,psi : 3000 Web extnt,in : 26.75 Release Comp,psi Tens,psi Nct,lb/ft3: 150.0 1 Shear wid,in : 9.13 Prec-top 2100.0 -177.5 Ect,ksi . 3320.6 9/S,in 1.06 Bottom 2100.0 -177.5 Aoh,in2 148.50 Final Total Class U PHI FACTORS ph,in 61.50 Topg-top 1800.0 -410.8 Prec-top 3600.0 -580.9 Compress a 0.65 Bottom 3600.0 -580.9 Tension 0.90 Final Total Class T Shear 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-top 3600.0 -929.5 Concrete,T: 1.00 Bottom 3600.0 -929.5 Steel 1.00 Final Sustained Prestress 1.00 Topg-top 1350.0 Bearing 0.85 1 Prec-top 2700.0 Bottom 2700.0 LOAD MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MOLT. ' DL Factor W/o Topg W/ Topg 1.000 1.2dQ At erection MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress 2.25 2.25 Shoring NONE LL/SL Fac : 1.000 1.600 Final Transform : YES Self Wt Self Wt 2.00 2.00 Bearing NO Release : 1.200 Prestress 2.50 2.50 Comp Shear: NO Final : 1.000 S.D.L 2.00 2.00 Hor Shear NO 1 Bearing - : 1.150 Topg Wt : 0.00 1.50 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. -------------------------------------------------------- TOPPING DATA None 1 -------------------------------------- --- ---------_----- OPENING DATA None ------------------------------------------------------------------- ----------------- K SPI Barry University Roof Slabs Case #3 Hanger on ripped slzh.vrL *^- 18 � Express Engineering LLC PHONE: 321.251.6305 1 SHEET 2 OF 9 t 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: $13-985-9170 1 CKD. DATE ; ----------------------------------- ------------------------------------------------- PROJECT: Barry University Addition i- 1 ' LOADING DATA € Ecc,in Description j SW 0.138 k/ft at 0.00 ft to 0.138 k/ft at 20.80 ft 0.000 Self Weight DL 0.950 kip at 4.50 ft ------ ------ 0.000 DL Hanger DL 0.034 k/ft at 4.50 ft to 0.034 k/ft at 20.80 ft 0.000 DL adj slab q SD 0.017 k/ft2 at 0.00 ft to 0.017 k/ft2 at 20.80 ft 0.000 17 psf DL LL 0.060 k/ft at 4.50 €t to 0.060 k/ft at 20.80 ft 0.000 LL adj slab ' LL 0.030 k/ft2 at 0.00 ft to 0.030 k/ft2 at 20.80 ft 0.000 30psf LL --------------------------------- ---------- ------- - ------ i PRESTRESSED STRAND DATA Strand ID: 1/2-270K-LL LOW- --------- --- RELAXATION Fpu,ksi --- -------------270.00 i Area,in2 0.153 Dia,in 0.50 Eps,ksi . 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses PCI -----------Hours to release: 24.00 Rel. humidity: 75 ----------------------------------------------------- PRESTRESSED STRAND PATTERN DATA Strands: 3.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length 25.00 in Basic Development Length : 82.30 in Strand patterns Ycg, in = 3.33 (left) 3.33 (mid) 3.33 (right) Left Mid Right ' Straight ( 4) 2.00 at 1.75 in ________ ( 4) 2.00 at 1.75 in - Straight ( 4) 1.00 at 6.50 in ( 4) 1.00 at 6.50 in STRAND GROUPS, SHIELDING AND POLL DATA 1 Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 2.00 1.75 1.75 1.75 0.65 0.00 0.00 0.00 0.00 2 1.00 6.50 6.50 6.50 0.35 0.00 0.00 0.00 0.00 1 Auto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.0% -------------------------------------------------------------------------------------- ' REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi : 30.0 Fy,ksi : 60.0 Rebar Development Length Multiplier : 1.00 -------------------------------------------------------------------------------------- REBAR PATTERN DATA None i STIRRUPS DATA: None -------------------------------------------------------------------------------------- STEM MESH DATA: ' None ----------------------------------e--------------------------------------------------- .. BEARING STEEL DATA Fy,ksi . 60.0 Nu1Vu 0.200 Length,in . 0.00 Widths in . 0..00 Dist to Brg,in . 0.00 T----in -- --0 ------------ --- ----------- --Theta,increment-----0-00---------------- SPI Barry University Roof Slabs Case #3 Hanger on ripped slab.ort ''A.CI Express Engineering LLC PHONE: 321.251.6305 1 SHEET 3 OF 9 g 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition ' STRUCTURAL ANALYSIS 3 -------------------------------------------------------------------------------------- CALCULATED INTERNAL CONSTANTS Beta-1,p/c 0.750 fct/6.7,psi 0.0 Lambda,p/c 1.000 Trans Length,in : 25.00 Sgrt(f'c),psi 77.5 UNREINFORCED SECTION PROPERTY DATA /------------Precast-----------/ /------------Composite-----------I 1 From,ft A,in2 I,in4 H,in Yb,in Beff,in Ac,in2 Ic,in4 Hc,in Ybc,in To,ft Sb,in3 B€,in Bv,in (gross) Sbc,in3 Tt, in Bv,in Bg,in 0.00 132.67 965.9 8.00 4.00 26.75 132.67 965.9 8.00 4.00 9 20.80 241.5 26.75 9.12 241.5 0.00 0.00 0.00 -------------------------------------------------------------------------------------- REINFORCED SECTION PROPERTY DATA - GROSS SECTION - Loc,ft A,in2 I,in4 Yb,in Sb,in3 Ac,in2 Ic,in4 Ybc,in Sbc,in3 0.58 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 2.08 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 4.50 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 5.40 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 7.10 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 8.70 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 10.40 135.05 978.8 3.99 245.4 135.05 978.8 3.99 245.4 -------------------------------------------------------------------------------------- REINFORCED SECTION PROPERTY DATA EFFECTIVE Loc,ft Class TensSide CrackDepth,in Ace,in2 Ice,in4 Ybce,in Sbce,in3 0.58 U None 135.05 978.8 3.99 245.4 2.08 U None -- 135.05 978.8 3.99 245.4 4.50 U None += 135.05 978.8 3.99 245.4 5.40 U None 135.05 978.8 3.99 245.4 7.10 U None 135.05 978.8 3.99 245.4 8.70 U None -- 135.05 978.8 3.99 245.4 10.40 U --- None ------------------------------------------ Loc SWrel SW€in DL Topg SD SL LL Ms Vs Mu Vu Tu 0.6 -0.0 0.5 0.3 0.0 0.2 0.0 0.4 1.4 4.0 1.8 5.4 0.7 2.1 -0.2 2.3 1.8 0.0 0.8 0.0 2.2 7.1 3.6 9.4 4.8 0.6 4.5 2.6 4.7 4.1 0.0 1.7 0.0 4.6 15.1 3.0 20.0 3.9 0.4 5.4 3.4 5.4 4.1 0.0 1.9 0.0 5.3 16.8 1.7 22.3 2.3 0.3 7.1 4.6 6.4 4.0 0.0 2.3 0.0 6.4 19.1 1.1 25.5 1.5 0.2 8.7 5.3 6.9 3.9 0.0 2.5 0.0 7.1 20.3 0.5 27.2 0.7 0.1 10.4 5.5 7.1 3.6 0.0 2.6 0.0 7.3 20.6 0.2 27.6 0.2 0.0 Reactions: ' Sup-L 1.7 1.4 1.0 0.0 0.5 0.0 1.3 4.2 5.6 0.7 Sup-R 1.7 1.4 0.5 0.0 0.5 0.0 1.5 ---4.0 ------5_4 0.7 ------------------------------------------------------------ ------- ------ PRESTRESS LOSS COMPUTATIONS ( Length = 20.80 ft Loss computed at 10.40 ft) A. Final Loss (Re: PCI Design Handbook, 5th Ed, p.4-64) Kcir = 0.9 Eci,ksi = 3586.6 Mbm,kft = 5.5 A,in2 = 135.1- Kes 1.0 Eps,ksi = 29000 Mll,kft = 7.3 I,in4 = 979 Pi,k = 68.2 ecc,in = 1.2 fcir,psi = 465.9 (Eq 4.7.3) ES,psi = Kes * Eps * fcir / Eci 3767.0 (Eq 4.7.2) - Kcr = 2.0 Ec,ksi 4696 Shoring = NONE fcds,psi = 93.0 (Mod. Eq 4.7.5) - CR,psi = Kcr * (Es / Ec) * (€cir fcds) = 4605.1 (Eq 4.7.4) Ksh = 1.0 V/S ratio = 1.06 RH = 75% SH,psi - (8.2E-6) * Ksh * Es * (1 -0.06* V/S) * (100 - RH) = 556.6.0 (Eq 4.7.6) Tendon type: LOW RELAXATION €pu,ksi = 270.0 Kra = 5000 J = 0.040 (Table 4.7.1) C = 0.33 fpi/€pu = 0.55 fpi,ksi = 148.5 Aps,ia2 = 0.459 RE,psi = [ Kra - J * (SH + CR + ES) ] * C = 1466.0 (Eq 4.7.7) 1 ... SPI Barry University Roof Slabs Case #3 Hanger on =_peed slab.p-rt (?ACT 318-05) 2, 1 ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 4 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 1 BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE j --------------------------------------------------------------------------------------- a PROJECT: Barry University Addition ' B. Release Loss (Re: PCI JR-162, Sec 2.7, p.9) fst,psi = 148500.0 fpy,psi = 243000.0 (also ACI Comm Sec 18.5) fst/fpy 0.55 0.061 24t - 1 hrs 24t1 = 24 hrs RE,psi = 278.3 (Eqs 16,17) Long term: 24t1 = 100000 hrs RE,psi = 1008.3 (Eqs 16,17) _ ' RE adjusted,psi = 278.34 * 1466.02 / 1008.33 = 404.68 -------------------------------------------------------------------------------------- PRESTRESS LOSS SUMMARY (Computed) ' Item Release,psi Final,psi Elastic Shortening ES 3767.0 ( 2.540 ES 3767.0 ( 2.54%) Relaxation RE 404.7 ( 0.27%) RE 1466.0 ( 0.99%) Creep -------- CR 4605.1 ( 3.10%) ' Shrinkage -------- SH 5566.0 ( 3.75%) i Total loss 4171.7 {-2,810 15404.1 (10.37%) Increase in strand stress due to live loads: 682.0 ( 0.46%) -Total loss (including LL Recapture) : --------14722_1--(-9.91%) ---------- -------------------------------- ------------------- SPI Barry university Roof Slabs Case #3 Hanger cn ripped slab.p-t fACT 318-051 .: ' Express Engineering LLC PHONE: 321.251.6305 I SHEET 5 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl i BY Joe DATE 11-17-12 PHONE : TOLL-FREE-1_800_451`5327---TAMPA AREA: 813-985-9170 1 CKD. DATE ¢ -------=---------- --------------------------------------------------- PROJECT: Barry University Addition ' RELEASE AND FINAL STRESSES ; RELEASE STRESSES (psi) ( Note: f'ci-min = 1382.3 psi ) Loc, ft -> 0.58 2.08 4.50 5.40 7.10 8.70 10.40 ' Prestress y Top 45 156 156 156 156 156 156 Bottom 234 819 821 821 822 823 823 ' Losses 1.13 3.27 3.04 2.98 2.88 2.83 2.81 Self Weight = Top -1 -11 129 169 227 260 271 Bottom 1 11 -129 -168 -226 -258 -270 ' Total (Prestress + Self Weight) f Top 43 145 285 326 383 416 428 Bottom 236 829 692 653 596 564 553 -------------------------------------------------------------------------------------- TENSION STEEL (in2) Top: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Bot: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -----Prvd- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- FINAL STRESSES (psi) Loc, ft -> 0.58 2.08 4.50 5.40 7.10 8.70 10.40 Prestress Topping 0 0 0 0 0 0 0 ' Top 42 142 144 144 145 145 145 Bottom 221 746 756 758 761 762 763 Losses 6.84 11.99 11.01 10.81 10.54 10.40 10.37 Self Wt Topping 0 0 0 0 0 0 0 Top 22 115 232 265 313 340 350 Bottom -22 -114 -230 -263 -311 -338 -348 DL-Precast ' Topping 0 0 0 0 0 0 0 Top 16 87 202 202 199 191 178 Bottom -16 -87 -201 -201 -197 -190 -177 Topping Wt Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 � SD-Composite Topping 0 0 0 0 0 0 0 ' Top 8 41 83 95 112 122 125 Bottom -8 -41 -83 -94 -112 -121 -125 Total (Prestress + All DL) ' Topping 0 0 0 0 0 0 0 Top 88 385 660 706 768 798 798 Bottom 175 504 242 199 141 113 113 Sustained Live Load Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 Total (Prestress + All DL + Sustained LL) Topping 0 0 0 0 0 0 0 Top 88 385 660 706 768 798 798 Bottom 175 504 242 199 141 113 113 44-*. oad ' Topping 0 0 0 0 0 0 0 SPI Barry University Rao` Slabs Case 43 Hanger on ripped 51a3.p_ tA^I 318-05) :_ Express Engineering LLC PHONE: 321.251.6305 ► SHEET 6 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 ► JOB NO. 1220 t PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl f BY Joe DATE 11-17-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-917D 1 CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition Top 20 107 226 263 316 347 360 g ' Bottom -20 -106 -225 -261 -314 -345 -358 Total (Prestress + All DL + All LL) Topping 0 0 0 0 0 0 0 Top 109 492 886 969 1084 1145 1158 ' Bottom 155 398 17 -62U -174U -2320 -245U i Losses 6.82 11.85 10.72 10.48 10.14 9.96 9.91 Class U U U U U U U i g3 3 s 1 1 -05) °PI Barry University Roof Slabs Case #3 Hanger az r_pped slab_prt (ACI 318 � 2. i ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 7 OF 9 i 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 11-17-12 ' PHONE : TOLL-FREE-1-800_451-5327 TAMPA AREA: 813-985-9170 1 CKD.---DATE------------- ------------------ ---------------------------------- PROJECT: Barry University Addition 1 ' ULTIMATE STRENGTH Phi-Flex,comp = 0.6500 Phi-Flex,tens = 0.9000 Loc, €t -> 0.58 2.08 4.50 5.40 7.10 8.70 10.40 Mu, k-ft 1.8 9.4 20.0 22.3 25.5 27.2 27.6 5 t ' bfl, in 25.75 26.75 26.75 26.75 26.75 26.75 26.75 a tfl, in 1.06 1.05 1.06 1.06 1.06 1.06 1.06 bw, in 9.12 9.12 9.12 9.12 9.12 9.12 9.12 Aps, in2 0.08 0.27 0.37 0.40 0.46 0.46 0.46 ' fse, ksi 163.54 154.70 156.68 157.11 157.71 158.03 158.10 As, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d', in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' f'c, ksi 6.00 6.00 6.00 6.00 6.00 6.00 6.00 C, in 0.20 0.67 0.87 0.94 1.05 1.05 1.05 Beta-1 0.750 0.750 0.750 0.750 0.750 0.750 0.750 a, in 0.15 0.51 0.65 0.71 0.79 0.79 0.79 ' dt, in 6.25 6.25 6.25 6.25 6.25 6.25 6.25 c/dt 0.032 0.108 0.139 0.151 0.168 0.168 0.168 Eps-t 0.092 0.025 0.019 0.017 0.015 0.015 0.015 Controls TENS TENS TENS TENS TENS TENS TENS ' fps, ksi 268.94 256..52 242.61 238.61 233.79 233.88 233.90 Msc,k-ft 7.0 23.6 31.0 33.7 38.0 38.0 38.0 dsc, in 4.67 4.81 4.99 5.05 5.11 5.11 5.11 cor, in 1.98 2.04 2.11 2.14 2.17 2.17 2.17 ' Mor,k-ft 50.0 52.2 55.2 56.1 57.2 57.2 57.2 Phi 0.900 0.900 0.900 0.900 0.900 0.900 0.900 pMn,k-ft 7.0 23.6 31.0 33.7 38.0 38.0 38.0 pMn/Mu 3.89 2.50 1.55 1.51 1.49 1.40 1.37 Legend COMP Compression-Controled (c/dt > 0.600) TRANS = In-Transition (0.600 >= c/dt > 0.375) TENS = Tension-Controled (c/dt <- 0.375) CRACKING LOAD (ACI Sac 18.8.3) Auto detection Bottom - max at 10.40 ft Mar = 27.48 k-ft pMn = 37.99 k-ft ' pMn/Mcr =---1_38- fr =-581_17-psi (ACI Sec 9.5.2.3) NOTE: Use PCI Design Handbook 5th Edition Formulae to generate Strand Stress/Strain model. -------------------------------------------------------------------------------------- r SPI Barry University Roof Slabs Case t3 Hanger c:n r'-pped s_=-b.art tACI 318-uv? Express Engineering LLC PHONE: 321.251.6305 1 SHEET 8 OF 9 �. 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB N0. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 11-17-12 ' PHONE : TOLL-FREE 1-800-451-5327 TA14PA AREA: 813-985-9170 1 CKD. DATE ---------------------------------- -------------------------------------- PROJECT: Barry University Addition i VERTICAL SHEAR AND TORSION Aoh,in2 = 148.50 ph,in = 61.50 Ao,in2 = 126.23 Acp,in2 = 214.00 pcp,in = 69.50 theta = 37.50 Phi-Shear = 0.7500 Loc,-ft-->-----0_58- 2.08 4.50 5.40 7.10 8.70 10.40 1 Vu, k 5.4 4.8 3.9 2.3 1.5 0.7 0.2 Mu, k-ft 1.8 9.4 20.0 22.3 25.5 27.2 27.6 3 Tu, k-ft 0.7 0.6 0.4 0.3 0.2 0.1 0.0 bw, in 9.12 9.12 9.12 9.12 9.12 9.12 9.12 ' Aps, in2 0.46 0.46 0.46 0.46 0.46 0.46 0.46 d, in 6.40 6.40 6.40 6.40 6.40 6.40 6.40 Vd, k 2.8 2.5 2.1 0.9 0.5 0.2 0.2 ' Md, k-ft 0.9 4.9 10.5 11.4 12.7 13.3 13.3 Vi, k 2.5 2.3 1.8 1.4 0.9 0.5 0.0 Mmax,k-ft 0.9 4.5 9.5 10.8 12.8 14.0 14.4 Mcr, k-ft 13.1 19.8 14.5 13.6 12.4 11.8 11.8 ' Vci, k 44.6 15.4 7.8 7.8 7.8 7.8 7.8 P-eff, k 17.8 60.1 60.9 61.0 61.3 61.4 61.4 Ybc, in 3.99 3.99 3.99 3.99 3.99 3.99 3.99 fpc, psi 132 445 451 452 454 454 455 Vp, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw, k 18.1 23.6 23.7 23.7 23.8 23.8 23.8 Vc, k 18.1 15.4 7.8 7.8 7.8 7.8 7.8 Vs req, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max, k 36.2 36.2 36.2 36.2 36.2 36.2 36.2 - AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlim,k-ft 3.8 4.9 5.0 5.0 5.0 5.0 5.0 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av-prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phi*Vn/Vu 2.54 2.40 1.49 2.50 3.95 8.64 32.79 ' Al, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-max, in 6.0 6.0 6.0 6.0 6.0 6.0 6.0 S-prvd, in 0.0 0.0 0.0 0.0 0.0 0.0 0.0 €-act,psi 105 93 75 47 30 14 3 €-alw,psi 698------662------565------565 565 -----565 565 ------ -- -------------------------------------------------------------------------------------- Units: Av+2At,min -> in2/ft; Av+2At -> in2/ft; Av-prvd -> in2/€t --------------------------------------------------------------------------------------- SPI Barry University Roof Slabs Case #3 Hangs_ cn _ pned sia5,r (ACI .3.18-05) ; { ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 9 OF 9 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 1 BY Joe DATE I1-17-12 ' PHONE --�-TOLL-FREE-1-800-451-5327_ --- TAMPA AREA: 813-985-9170 I CID. DATE -------------------------------------------------- PROJECT: Barry University Addition ' CAMBER AND DEFLECTIONS -------------------------------------------------------------------------------------- CAMBER AND DEFLECTION MULTIPLIERS ' Erection: SW = 1.85 Prest = 2.25 Final SW = 2.00 Prest = 2.50 DL = 2.00 Topg = 1.50 ; -------------------------------------------------------------------------------------- BI-LINEAR COMPUTATIONS (Ref: Branson and Trost, PCI Journal Sep/Oct 1982) Ig, in4 = 966 Icr, in4 = 47 McO,kft = 6.3 Mcr(-Mc0),kft = 21.2 Load Level Prest. +SW (1) +DL (2) +Topg (3) +SD+Lr/S/R (4) +SL+LL (5) Ma(-Mc0),kft . 0.8 4.4 4.4 7.0 14.3 ' Ie, in4 966 966 966 966 966 Ig / Ie -----------1-0 -1-0 -----0- ---0---------1-0- ----------------- --------- ------ ------- ------ CAMBER AND DEFLECTIONS (in) ' Loc, ft -> 0.58 2.08 4.50 5.40 7.10 8.70 10.40 RELEASE Prestress -0.04 0.00 0.06 0.08 0.10 0.12 0.12 ' Self Wt 0.02 -0.00 -0.03 -0.04 -0.05 -0.06 -0.07 TOTAL -0.02 0.00 0.03 0.04 0.05 0.05 0.05 ERECTION 1 Prestress 0.02 0.12 0.25 0.29 0.35 0.38 0.39 Self Wt -0.01 -0.08 -0.17 -0.20 -0.25 -0.27 -0.28 TOTAL 0.01 0.04 0.08 0.09 0.10 0.10 0.10 FINAL I Prestress 0.02 0.14 0.28 0.32 0.38 0.42 0.43 Self Wt -0.02 -0.09 -0.19 -0.22 -0.27 -0.29 -0.30 DL-Prec -0.01 -0.04 -0.09 -0.10 -0.12 -0.13 -0.13 Topping 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SD-Comp -0.00 -0.02 -0.05 -0.06 -0.07 -0.08 -0.08 TOTAL -0.00 -0.01 -0.04 -0.06 -0.07 -0.08 -0.08 SL-Sust L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LL-Live -0.01 -0.03 -0.07 -0.08 -0.10 -0.11 -0.12 TOTAL -0.01 -0.05 -0.12 -0.14 -0.18 -0.20 -0.20 -------------------------------------------------------------------------------------- ' *NOTE: Positive deflection is up, negative deflection is down. k e .. SPI Barry University Roof Slabs Case #3 Hanger on ripped slab.prt ACI 313-05} . III , j Express EnglmEring,LLC ExE Job 1220 Shest 06 of 155 Ganes Roost Blvd#2050 j Exmss EngineEeing Altamonte Springs,FL 32704 Calcs BY JQe S. Date: 12/5/2012 FL CA#26911 Ph.321251.63os Ch'd By Date: w%w.ex�seng-Com Client Structural Prestressed Industries, Inc. Client Job I2-12 DT Job Name: Barry University Addition Location Miami Shores, FL fn f 2 fJ� �Z 300 ! Esc tc�a C� ?apg (DL) ms (5cAtk- _ Y r 8� m=`x ,Y " . 1,-,240 7 I r t Express Engineering,LLC 155 Cranes Roost Blvd Ste 2050 Altamonte Springs,F132701 Ph 321.251.6305 www.ExpreasEng.com Express Engineering LLC PHONE: 321.251.6305 1 SHEET 1 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO V. 8.6.1 LEAP Software Inc., Tampa, Fl 1 BY Joe DATE 12-5-12 l PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CRD. DATE a --------------------------------------------------------------------------------------- 1 PROJECT: Barry University Addition E INPUT DATA -------------------------------------------------------------------------------------- PROJECT DATA f Project Name : Barry University Addition I User Job Number 1220 � State : SPI State Job Number 12-12 HC d Description : Case #4 Roof Slabs, 8" HC SDL--17psf, LL--3Dpsf Span = 32'-2 1/2" add M : schanical unit over opening Design Code : ACI 318-05 PRECAST DATA SPAN DATA CONCRETE DATA Section Id : 4' HC8 SPI Ul Overall Len 32.20 ft Precast Type : HOLLOW CORE Support Loc Left,€t Right,ft fct,psi 6000 Area,in2 220.8 Release 2.00 2.00 f'ci,psi . 3500 Yb,in 4.0 Final 0.25 0.25 Wc,lb/€t3 : 150.0 M.I.,in4 1694 Boundaries 2.00 2.00 Ec,ksi 4696.0 Bfl-top,in 47.94 Use Boundary: NO Eci,ksi 3586.6 Tfl-top,in 1.06 Location INTERIOR fct,psi 0 H,in 8.00 eccu 0.0030 Bfl-bot,in 47.94 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in 1.06 f'ct,psi . 3000 Web extnt,in : 47.94 Release Comp,psi Tens,psi Wct,lb/ft3: 150.0 Shear wid,in : 12.69 Prec-top 2100.0 -177.5 Ect,ksi 3320.6 v/S,in 0.99 Bottom 2100.0 -177.5 Aoh,in2 275.63 Final Total Class U PHI FACTORS ' ph,in 103.88 Topg-top 1800.0 -410.8 Prec-top 3600.0 -580.9 Compress 0.65 Bottom 3600.0 -580.9 Tension 0.90 Final Total Class T Shear 0.75 Topg-top 1600.0 -657.3 Concrete,P: 1.00 Prec-top 3600.0 -929.5 Concrete,T: 1.00 Bottom 3600.0 -929.5 Steel 1.00 Final Sustained Prestress 1.00 ' Topg-top 1350.0 Bearing 0.85 Prec-top 2700.0 Bottom 2700.0 LOAD MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MOLT. W/o Topg W/ Topg DL Factor : 1.000 1.200 At erection MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress 2.25 2.25 Shoring . NONE LL/SL Fac : 1.000 1.600 Final Transform : YES Self Wt Self Wt 2.00 2.00 Bearing NO Release : 1.200 Prestress 2.50 2.50 Comp Shear: NO Final : 1.000 S.D.L 2.00 2.00 Hor Shear : NO Bearing : 1.150 Topg Wt 0.00 1.50 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. -------------------------------------------------------------------------------------- TOPPING DATA None OPENING DATA 1 Type Width Length from Start. from Center Dine -Rectangular 0.83 ft by 3.25 ft at 2.10 ft offset 0.00 ft 8_. .`SPI Barry University Roaf S'-abs Case 64 Mect unit cver cpsning.prt t_kcz 3is_a5 ~:` Express Engineering LLC PHONE: 321.251.6305 1* SHEET 2 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 ° PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl 1 BY Joe DATE 12-5-12 } PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition LOADING DATA f Ecc,in Description SW 0.230 k/ft at 0.00 ft to 0.230 k/ft at 0.47 ft 0.000 Self Wt F SW 0.182 k/ft at 0.47 ft to 0.182 k/ft at 3.72 ft 0.000 Self Wt SW 0.230 k/ft at 3.72 ft to 0.230 k/ft at 32.20 ft 0.000 Self Wt 1 DL 0.152 k/€t at 0.50 ft to 0.152 k/ft at 4.70 ft 0.000 roof mech u SD 0.017 k/ft2 at 0.00 ft to 0.017 k/ft2 at 32.20 ft 0.000 17 psf DL LL 0.030 k/ft2 at 0.00 ft to 0.030 k/ft2 at 32.20 ft 0.000 30psf LL -------------------------------------------------------------------------------------- PRESTRESSED STRAND DATA Strand ID: 1/2-27OK-LL LOW RELAXATION Fpu,ksi 270.00 ' Area,in2 : 0.153 Dia,in 0.50 Eps,ksi 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses PCI --Hours-to release: 24.00 Rel. humidity: 75 PRESTRESSED STRAND PATTERN DATA Strands: 5.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length 25.00 in Basic Development Length : 81.35 in Strand patterns r Ycg, in = 2.70 (left) 2.70 (mid) 2.70 (right) Left Mid Right Straight ( 7) 4.00 at 1.75 in -------- ( 7) 4.00 at 1.75 in Straight ( 7) 1.00 at 6.50 in ( 7) 1.00 at 6.50 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 1.00 6.50 6.50 6.50 0.65 0.00 0.00 0.00 0.00 2 4.00 1.75 1.75. 1.75 0.65 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.0§ ----------------------------------------------------------Shear-Steel------------- REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi : 30.0 Fy,ksi : 60.0 Rebar Development Length Multiplier : 1.00 --------------------------------------------- REBAR PATTERN DATA None _ STIRRUPS DATA: None -------------------------------------------------------------------------------------- STEM MESH DATA: None ' ------------------------------------------------------------------------ BEARING STEEL DATA ' Fy,ksi : 60.0 Nu/Vu 0.200 . Lea�th,in 0.00 Width,in 0.00 Dist to Brg,in 0.00 Tai. ta,mi,n 0.00 Theta max . 0.00 Theta,i.ncrement . 0.00 ------- ----------------------------------------------------------- ------------------- ,. u u`T -�„^r� .T�r,.ixrQngiy� R�Ji 3i?�� 3S2 �4 c:1 e:�` iE? a�4SZ?7.^�L ::c .t ?18-v5E II� Express Engineering LLC PHONE: 321.251.6305 I SHEET 3 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 f JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 PHONE : TOLL-ME 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE jJ --------------------------------------------------------------------------------------- PROJECT: Barry University Addition i RELEASE AND FINAL STRESSES r -------------------------------------------------------------------------------------- RELEASE STRESSES (psi) ( Note: f'ci-min = 2003.4 psi ) Loc, ft -> 0.58 2.08 4.70 7.70 10.50 13.30 16.10 Prestress Top 68 236 189 190 190 191 191 Bottom 344 1196 965 968 970 972 972 Losses $ 1.44 4.12 3.00 2.67 2.45 2.32 2.27 Self Weight Top -2 -6 251 482 635 726 757 ' Bottom 2 6 -249 -477 -627 -718 -748 Total (Prestress + Self Weight) Top 66 230 441 672 825 917 947 Bottom 346 1202 716 491 343 254 224 f TENTSION STEEL (in2) Top: Reqd 0_._0_0_____0_._0_0 0.00 0.00 0.00 0_._00_____0.00 Prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Bot: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -----Prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FINAL STRESSES (psi) Loc, ft -> 0.58 2.08 4.70 7.70 10.50 13.30 16.10 Prestress Topping 0 0 0 0 0 0 0 Top 64 212 174 176 178 179 179 Bottom 324 1077 889 900 907 911 912 Losses 7.21 13.77 10.83 9.87 9.25 8.88 8.76 ' Self Wt Topping 0 0 0 0 0 0 0 Top 41 216 385 578 706 783 609 Bottom -40 -213 -381 -572 -698 -774 -800 DL-Precast Topping 0 0 0 0 0 0 0 Top 7 32 36 32 29 25 .21 Bottom -7 -31 -36 -32 -28 -25 -21 Topping Wt Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 ' SD-Composite Topping 0 0 0 0 0 0 0 Top 12 64 114 171 209 231 239 Bottom -12 -63 -113 -169 -206 -229 -236 Total (Prestress + All DL) Topping 0 0 0 0 0 0 0 Top 124 524 710 958 1121 1218 1248 Bottom 265 770 360 127 -26 -116 -145 Sustained Live Load Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 Total (Prestress + All DL + Sustained LL) li r Topping 0 0 0 0 0 0 0 Tog 124 524 710 958 1121 1218 1248 Bottom 265 770 360 127 -26 -116 -145 Live Load r Topping 0 0 0 0 0 0 0 �v e� ¢ s^� a �r {�.7 h C $ M h t ^�_ r C-F' !pis -{,`_ ) . a .�lS.: S�tZa Ery YT�Sve� s'E_:�� Roof -Sic- 4^�� 7'4 �� 'S.�w �:��t J�!'e'.� � �S�I:g.�St tACi 31 r ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 4 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE -------- ---- - ---------------- ----------------- P PROJECT: Barry University Addition 1 Top 21 113 201 302 368 408 422 Bottom -21 -111 -199 -298 -364 -404 -417 1 Total (Prestress + All DL + All LL) Topping 0 0 0 0 0 0 0 Top 145 636 911 1260 1489 1626 1670 04/ E Bottom 244 660 161 -171U -390U -520U -562U 1 Losses & 7.18 13.65 10.60 9.54 8.84 8.42 8.29 ` -Class U U U U U 0 U a ------------------------------------------------------------------------------------- I, SAI .33zry. U^,. ersity KVnf _.-la.!a's Case. #.4 Me7;2 =4 .. =Fe" ,?��= '�t4._.C55.` >-. Express Engineering LLC PHONE: 321.251.6305 1 SHEET 5 OF 6 } 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 122D PROGRAM: PRESTO v. 1.6.1 LEAP Software Inc., Tampa, F1 i BY Joe DATE 12-5-12 ' PHONE--: TOLL-FREE-1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE --------------------------------------- i PROJECT: Barry University Addition ULTIMATE STRENGTH Phi-Flex,comp = 0.6500 Phi-Flex,tens = 0.9000 I Loc, €t -> 0.58 2.08 4.70 7.70 10.50 13.30 16.10 � -------------------------------------------------------------------------------------- a Mu, k-ft 3.0 15.6 34.3 50.5 61.2 67.5 69.6 bfl, in 37.98 37.98 47.94 47.94 47.94 47.94 47.94 tfl, in 1.06 1.06 1.06 1.06 1.06 1.06 1.06 bw, in 10.05 10.05 12.69 12.69 12.69 12.69 12.69 F Aps, in2 0.13 0.46 0.63 0.76 0.76 0.76 0.76 €se, ksi 162.90 151.55 156.89 158.76 159.99 160.72 160.96 As, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d', in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 £'c, ksi 6.00 6.00 6.00 6.00 6.00 6.00 6.00 C, in 0.24 0.80 0.88 1.06 1.06 1.06 1.06 Beta-1 0.750 0.750 0.750 0.750 0.750 0.750 0.750 a, in 0.18 0.60 0.66 0.79 0.79 0.79 0.79 dt, in 6.25 6.25 6.25 6.25 6.25 6.25 6.25 c/dt 0.038 0.128 0.141 0.169 0.169 0.169 0.169 Eps-t 0.077 0.020 0.018 0.015 0.015 0.015 0.015 Controls TENS TENS TENS TENS TENS TENS TENS fps, ksi 269.03 259.04 256.85 251.92 252.16 252.31 252.36 Msc,k-ft 13.4 45.5 62.0 74.1 74.1 74.1 74.2 dsc, in 5.31 5.43 5.46 5.53 5.52 5.52 5.52 cor, in 2.25 2.30 2.31 2.34 2.34 2.34 2.34 Mor,k-ft 83.1 85.9 109.2 111.2 111.1 111.0 111.0 Phi 0.900 0.900 0.900 0.900 0.900 0.900 0.900 pMn,k-ft 13.4 45.5 62.0 74.1 74.1 74.1 74.2 pMn/Mu --4_52 2.91 1.81 1.47 1.21 1.10 1.07 Legend COMP Compression-Controled (c/dt > 0.600) TRANS = In-Transition (0.600 >= c/dt > 0.375) TENS = Tension-Controled (c/dt <= 0.375) CRACKING LOAD (ACI Sec 18.8.3) Auto detection Bottom - max at 16.10 ft Mcr = 53.68 k-ft pMn 74.15 k-ft --------------- pMn/Mcr = 1.38---------fr = 581.17 psi (ACI Sec 9.5.2.3) NOTE: Use PCI Design Handbook 5th Edition Formulae to generate Strand Stress/Strain model. -------------------------------------------------------------------------------------- s a S?i Barry University _Ror-f S?al>s Case f4 Mech uz over ope_'Inq.p_4 FAcl .318-051 �� f Express Engineering LLC PHONE: 321.251.6305 SHEET 6 I OF 6 239.N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ► CKD. DATE ------------ PROJECT: Barry University Addition E VERTICAL, SHEAR AND TORSION Aoh,in2 = 275.63 ph,in = 103.88 Ao,in2 = 234.28 Acp,in2 = 383.50 pcp,in = 111.88 theta = 37.50 Phi-Shear = 0.7500 F Loc, ft -> 0.56 2.08 4.70 . 7.70 10.50 13.30 16.10 -------- --------------------------------------------------- -- ------------------------- i Vu, k 8.9 8.0 6.2 4.6 3.0 1.5 0.0 Mu, k-ft 3.0 15.6 34.3 50.5 61.2 67.5 69.6 Tu, k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 bw, in 10.05 10.05 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.76 0.76 0.76 0.76 0.76 0.76 0.76 d, in 6.40 6.40 6.40 6.40 6.40 6.40 6.40 Vd, k 5.0 4.4 3.4 2.5 1.6 0.8 0.0 Md, k-ft 1.7 8.8 19.0 27.8 33.5 36.9 38.0 Vi, k 3.9 3.5 2.9 2.1 1.4 0.7 0.0 Mmax,k-ft 1.3 6.8 15.2 22.7 27.6 30.6 31.6 Mcr, k-ft 20.9 35.3 29.6 21.3 15.8 12.5 11.5 Vci, k 70.4 25.6 12.7 10.8 10.8 10.8 10.8 P-eff, k 34.9 115.9 120.0 121.5 122.4 123.0 123.1 Ybc, in 3.97 3.97 3.98 3.98 3.98 3.98 3.98 fpc, psi 195 648 534 540 544 547 548 Vp, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw, k 21.2 29.9 35.0 35.2 35.3 35.3 35.4 Vc, k 21.2 25.6 12.7 10.8 10.8 10.8 10.8 Vs req, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max, k 39.9 39.9 50.3 50.3 50.3 50.3 50.3 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlim,k-ft 8.0 11.1 10.4 10.5 10.5 10.5 10.5 AtC,in2 1ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av-prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phi*Vn/Vu 1.79 2.42 1.53 1.77 2.67 5.40 a&(Y 93 - ' A1, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �- S-max, in 6.0 6.0 6.0 6.0 6.0 6.0 6.0 S-prvd, in 0.0 0.0 0.0 0.0 0.0 0.0 0.0 f-act,psi 138 124 77 56 37 19 0 f_alw,psi-------712------764--- 582 ---565------565 565 565 -------------------------------------------------------------------------------------- ---Units: Av+2At,min -> in2/ft; Av+2At -> in2/ft; Av-prvd -> in2/ft ------------------------------------------------------------------------------ SPL .Ba-rry `--- ersity F,-Or Slabs vase s4 _Meru unit e '_!X! 31..-35' L Express Engineering LLC PHONE: 321.251.6305 1 SHEET 1 OF 6 j 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 I JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CRD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition 4 INPUT DATA I PROJECT DATA t Project Name Barry University Addition User Job Number 1220 State SPI State Job Number : 12-12 HC Description Case $5 Roof Slabs, 8" HC SDL=17psf, LL=30psf Span = 30'-10 1/2" with Mansard roof loading from 0' to 21' s Design Code ACI 318-05 t PRECAST DATA SPAN DATA CONCRETE DATA Section Id : 4' HC8 SPI U1 Overall Len 30.80 ft Precast Type : HOLLOW CORE Support Loc Left,ft Right, ft f'c,psi 6000 Area,in2 220.8 Release 2.00 2.00 f'ci,psi 3500 Yb,in 4.0 Final 0.25 0.25 Wc,lb/ft3 : 150.0 M.I.,in4 1694 Boundaries 2.00 2.00 Ec,ksi 4696.0 Bfl-top,in 47.94 Use Boundary: NO Eci,ksi . 3586.6 Tfl-top,in 1.06 Location INTERIOR fct,psi 0 H,in 8.00 eccu . 0.0030 Bfl-bot,in 47.94 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in 1.06 f'ct,psi . 3000 Web extnt,in : 47.94 Release Comp,psi Tens,psi Wct,lb/ft3: 150.0 ' Shear wid,in : 12.69 Prec-tog 2100.0 -177.5 Ect,ksi . 3320.6 V/S,in 0.99 Bottom 2100.0 -177.5 Aoh,in2 275.63 Final Total Class U PHI FACTORS ph,in 103.88 Topg-tops 1800.0 -410.8 Prec-top 3600.0 -580.9 Compress 0.65 Bottom 3600.0 -580.9 Tension 0.90 Final Total Class T Shear 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-top 3600.0 -929.5 Concrete,T: 1.00 Bottom 3600.0 -929.5 Steel 1.00 Final Sustained Prestress 1.00 Topg-top 1350.0 Bearing 0.85 ' Prec-top 2700.0 Bottom 2700.0 LOAD MULTIPLIER ' Service Ultimate CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg DL Factor : 1.000 1.200 At erection MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt 1.85 1.85 Lr/SIR Fac: 1.000 0.500 Prestress : 2.25 2.25 Shoring NONE LL/SL Fac : 1.000 1.600 Final Transform : YES Self Wt Self Wt 2.00 2.00 Bearing NO Release : 1.200 Prestress 2.50 2.50 Comp Shear: NO Final : 1.000 S.D.L 2.00 2.00 Hor Shear : NO ' Bearing : 1.150 Topg Wt 0.00 1.50 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. -------------------------------------------------------------------------------------- TOPPING DATA None OPENING DATA Type Width Length from Start from Center Line Rectangular 0.83 ft by 3.25 ft at 2.10 ft offset 0.00 ft -------------------------------------------------------------------------------------- Case 45 R Tsar roof i adi gart..c?* (SCI '1¢-05)Pr Barry Un ae__ity R oGf g?abs ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 2 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32773 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 ( BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327---TAMPA AREA: 813-985-9170 1 CRD. DATE -------------------- -------.------------------------ 5 PROJECT: Barry University Addition s 1 LOADING DATA Ecc,in Description SW 0.230 k/ft at 0.00 ft to 0.230 k/€t at 0.47 ft 0.000 Self Wt t SW 0.182 k/ft at 0.47 ft to 0.182 k/ft at 3.72 ft 0.000 Self Wt SW 0.230 k/ft at 3.72 ft to 0.230 k/ft at 30.80 ft 0.000 Self Wt DL 0.025 k/ft2 at 0.00 ft to 0.025 k/ft2 at 21.00 ft 0.000 mansard roo SD 0.017 k/ft2 at 0.00 ft to 0.017 k/ft2 at 30.80 ft 0.000 17 psf DL LL 0.030 k/ft2 at 0.00 ft to 0.030 k/ft2 at 30.80 ft 0.000 30psf LL --------------------°----------------------------------------------------------------- PRESTRESSED STRAND DATA Strand ID: 112-270R-LL LOW RELAXATION Fpu,ksi 270.00 t Area,in2 : 0.153 Dia,in : 0.50 Eps,ksi 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses : PCI Hours to release: 24.00 Rel. humidity: 75 ----------------------------------------------------°-----°--------------°------------ PRESTRESSED STRAND PATTERN DATA Strands: 5.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length 25.00 in Basic Development Length : 81.25 in Strand patterns Ycg, in = 2.70 (left) 2.70 (mid) 2.70 (right) Left Mid Right Straight ( 7) 4.00 at 1.75 in -------- ( 7) 4.00 at 1.75 in Straight ( 7) 1.00 at 6.50 in ( 7) 1.00 at 6.50 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 1.00 6.50 6.50 6.50 0.65 0.00 0.00 0.00 0.00 2 4.00 1.75 1.75 1.71 0.65 0.00 0.00 0.00 0.00 rAuto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.0% -------------------------------------------------------------------------------------- REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fs,ksi : 60.0 Fs,ksi 30.0 Fs,ksi 60.0 Reber Development Length Multiplier : 1.00 REBAR PATTERN DATA None STIRRUPS DATA: None STEM MESH DATA: None - -------------------------------------------------------------------------------------- BEARING STEEL DATA Fk ksi : 60.0 Nnf�€u a 0.200 I.engh,in 0.00 W~idth,in 0.00 Dist to Brg,in 0.00 Theta,min : 0.00 Theta,max : 0.00 Theta,increment 0.00 ----- - ------------------------------------------------------------------------- . P1 Barry :ri*V'ers-it . S_lat.s C-ase 415 M33-3 -d _C a sCiad.4rngp _rt vv- Express Engineering LLC PHONE: 321.251.6305 I SHEET 3 OF 5 4 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 { PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 s 1 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition Y ' RELEASE AND FINAL STRESSES RELEASE STRESSES (psi) ( Note: f'ci-min = 2004.3 psi ) ' Loc, ft -> 0.58 2.08 4.80 7.40 10.10 12.70 15.40 Prestress Top 68 236 189 190 190 190 190 S Bottom 344 1196 965 967 969 971 971 Losses 1.44 4.12 3.01 2.74 2.54 2.42 2.38 Self Weight Top -2 -7 245 433 572 653 682 Bottom 2 7 -242 -428 -566 -646 -674 Total (Prestress + Self Weight) Top 66 229 434 623 763 844 872 Bottom--------346- 1203 723 539 404 325 297 ----- ------------------------------------------------------------------- ' TENSION STEEL (in2) Top: Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Prod 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Bot: Regd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ----- --- FINAL STRESSES (psi) Loc, ft -> 0.58 2.08 4.80 7.40 10.10 12.70 15.40 Prestress Topping 0 0 0 0 0 0 0 Top 64 213 175 177 178 179 179 Bottom 324 1078 891 901 908 913 914 Losses 7.19 13.68 10.63 9.72 9.05 8.67 8.56 Self Wt ' Topping 0 0 0 0 0 0 0 Top 39 205 372 529 646 714 739 Bottom -38 -202 -368 -523 -639 -706 -730 DL-Precast Topping 0 0 0 0 0 0 0 Top 15 79 143 200 239 258 257 Bottom -15 -78 -141 -198 -237 -255 -254 Topping Wt Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 SD-Composite Topping 0 0 0 0 0 0 0 Top 11 61 110 156 191 211 218 Bottom -11 -60 -109 -155 -189 -209 -216 Total (Prestress + All DL) Topping 0 0 0 0 0 0 0 Top 129 558 800 1063 1255 1362 1393 Bottom 260 738 274 25 -156 -257 -286 Sustained Live Load Topping 0 0 0 0 0 0 0 Top 0 0 0 0 0 0 0 Bottom 0 0 0 0 0 0 0 Total (Prestress + All DL + Sustained LL) Topping 0 0 0 0 0 0 0 Top- 129 558 800 1063 1255 1362 1393 Bottom 260 738 274 25 -156 -257 -286 Live Load Topping 0 0 0 0 0 0 0 o_ yarry nriv rsity Rocf Case 45 Ma n�sard ;" CS o- ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 4 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32774 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, F1 I BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD• DATE PROJECT: Barry University Addition 1 1 Top 20 107 194 276 337 373 385 ; Bottom -20 -106 -192 -273 -333 -368 -381 Total (Prestress + All DL + All LLB Topping 0 0 0 0 0 0 0 Top 149 665 994 1339 1592 1735 1779 Bottom 240 632 82 -2480 -4890 -626T -667T Losses 7.17 13.56 10.41 9.41 8.67 8.26 8.13 Class ----U-------U-------U-------0-------U------ T T ------------- ---------------------------- f I 1 i i 1 i 1 1 1 - 1 1 z ..4..iat 5 Mansc°'s _:+'s. 1oa.;L'n+ -,AC-1 31et °tit.?. 5:+ ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 5 OF 6 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I By Joe DATE 12-5-12 ' PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-917D 1 CKD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition F ULTIMATE STRENGTH ( Phi-Flex,comp = 0.6500 Phi-Flex,tens = 0.9000 Loc, ft -> 0.58 2.08 4.80 7.40 10.10 12.70 15.40 � -------------------------------------------------------------------------------------- P Mu, k-ft 3.1 16.5 37.7 53.5 65.1 71.6 73.7 ' bfl, in 37.98 37.98 47.94 47.94 47.94 47.94 47.94 tfl, in 1.06 1.06 1.06 1.06 1.06 1.06 1.06 bw, in 10.05 10.05 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.13 0.46 0.64 0.76 0.76 0.76 0.76 fse, ksi 162.92 151.71 157.23 158.99 160.28 161.01 161.24 As, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d', in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 f'c, ksi 6.00 6.00 6.00 6.00 6.00 6.00 6.00 C' in 0.24 0.80 0.90 1.06 1.06 1.06 1.06 Beta-1 0.750 0.750 0.750 0.750 0.750 0.750 0.750 ' a, in 0.18 0.60 0.67 0.79 0.79 0.79 0.79 dt, in 6.25 6.25 6.25 6.25 6.25 6.25 6.25 c/dt 0.038 0.128 0.144 0.169 0.169 0.169 0.169 Eps-t 0.077 0.020 0.018 0.015 0.015 0.015 0.015 ' Controls TENS TENS TENS TENS TENS TENS TENS fps, ksi 269.03 259.07 256.34 251.96 252.22 252.37 252.42 Msc,k-ft 13.5 45.6 62.6 74.1 74.1 74.2 74.2 dsc, in 5.31 5.43 5.47 5.53 5.52 5.52 5.52 cor, in 2.25 2.30 2.32 2.34 2.34 2.34 2.34 Mork-ft 83.1 85.9 109.4 111.2 111.0 111.0 111.0 phi 0.900 0.900 0.900 0.900 0.900 0.900 0.900 pMn,k-ft 13.5 45.6 62.6 74.1 74.1 74.2 74.2 pMn/Mu 4.31 2.76 1.66 1.39 1.14 1.03 1.01 -------------------------------------------------------------------------------------- Legend : COMP = Compression-Controled (c/dt > 0.600) : TRANS = In-Transition (0.600 >= c/dt > 0.375) : TENS.= Tension-Controled (c/dt <= 0.375) -------------------------------------------------------------------------------------- CRACKING LOAD (ACI Sec 18.8.3) Auto detection Bottom - max at 15.40 ft Mcr = 53.74 k-ft pMn = 74.16 k-ft 1 ---- pMn/Mcr-= 1.38 fr = 581.17 psi (ACI Sec 9.5.2.3) NOTE: Use PCI Design Handbook 5th Edition Formulae to generate ' ----Strand Stress/Strain model. ------ --------------------------------------------------------------------------- I T »y crive_ 5=ab8 .t.se. ' Express Engineering LLC PHONE: 321.251.6305 1 SHEET 6 OF 6 r 239 N Hunt Club Blvd Suite 201 Longwood, FL 32779 1 JOB NO. 1220 PROGRAM: PRESTO v. 8.6.1 LEAP Software Inc., Tampa, Fl I BY Joe DATE 12-5-12 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CRD. DATE --------------------------------------------------------------------------------------- PROJECT: Barry University Addition i 1 VERTICAL SHEAR AND TORSION Aoh,in2 = 275.63 ph,in = 103.88 Ao,in2 = 234.28 Acp,in2 = 383.50 pcp,in = 111.88 theta = 37.50 ' Phi-Shear = 0.7500 E Loc, ft -> 0.58 2.08 4.80 7.40 10.10 12.70 15.40 3 ' Vu, k 9.3 8.5 6.9 5.2 3.4 1.7 0.2 Mu, k-ft 3.1 16.5 37.7 53.5 65.1 71.6 73.7 Tu, k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 bw, in 10.05 10.05 12.69 12.69 12.69 12.69 12.69 Aps, in2 0.76 0.76 0.76 0.76 0.76 0.76 0.76 d, in 6.40 6.40 6.40 6.40 6.40 6.40 6.40 Vd, k 5.5 5.0 4.1 3.1 2.0 0.9 0.1 ' Md, k-ft 1.8 9.7 22.2 31.5 38.3 42.1 43.1 Vi, k 3.8 3.5 2.9 2.2 1.4 0.7 0.0 Mmax,k-ft 1.3 6.8 15.5 22.0 26.8 29.6 30.5 Mcr, k-ft 20.7 34.4 26.5 17.6 11.1 7.5 6.4 ' Vci, k 70.5 25.8 12.8 10.8 10.8 10.8 10.8 P-eff, k 34.9 116.1 120.3 121.6 122.6 123.2 123.3 Ybc, in 3.97 3.97 3.98 3.98 3.98 3.98 3.98 fpc, psi 195 649 535 541 545 546 549 ' Vp, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw, k 21.2 30.0 35.0 35.2 35.3 35.4 35.4 Vc, k 21.2 25.8 12.8 10.8 10.8 10.8 10.8 Vs req, k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' vs,max, k 39.9 39.9 50.3 50.3 50.3 50.3 50.3 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlim,k-ft 8.0 11.1 10.4 10.5 10.5 10.5 10.5 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av-prvd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Phi*Vn/Vu 1.70 2.27 1.38 1.56 2.39 4.90 53.08 ' Al, in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-max, in 6.0 6.0 6.0 6.0 6.0 6.0 6.0 S-prod, in 0.0 0.0 0.0 0.0 0.0 0.0 0.0 f-act,psi 145 133 86 64 42 20 2 ' f-alw,psi-------712------766------583------565------565------565 565 ------ ------------------------------------------------------------------ Units: Av+2At,min -> in2/ft; Av+2At -> in2/ft; Av-prvd -> in2/ft -------------------------------------------------------------------------------------- _ ?I Barry Univj�r5ity Fob- g aLs Case #5 Mansard -:__° 1cad` kgPrt_.A ;-Ai 318_05' t 7 i a MIAMI-DARE M1ANQ-DARE COUNTY,FLORIDA METRO-DARE FLAMER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 905137SJ901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) wwWjndmidade.Eov1bMK41Bgcode Miami Tech,Ine. 3611 NW 74 Street Miami,FL 33147 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami Dade County Product Control Division(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to - perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approval as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Aluminum A/C Stand APPROVAL wCUMENT:Drawing No.064m-o 02,titled"Telescopic Cross-Member Aluminum A/C Stand HVHZ Compliant",sheets 1 through 3 of 3,dated 11/20/08,prepared by Engineering Express,signed and pled by Frank L.Bermrdo,P.E.,bearing the Miami Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami Dade County Product Control Division. 1 nsi LE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement:"Miami Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termiiestion and removal of NOA. ADVERTISEMENT:The NOA number preceded by the words Miami Dade County,Florida,and followed qm by the expiration date may be displayed in advertising literat L . If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided tp the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence page E-1,as well as approval document mentioned.above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. a NOA No.09-1202.03 Expiration Date:Jana 15 2014 Nd+4M4t1 t3 C0 TY gp 3' Approval Date:.January 15,2009 p Page I 0 Y f f T r 1 NO EXCEPTIONS TAKEN 17 MAKE CORRECTIONS rf NOTED C7 REVISE AND RESUBMIT ®REJECTED Review is only for general conformance with the design t concept of the project and general compliance with the U %OPY information given in the contract documents.Any action shown is subject to the requirements of the plans and specifications.Contractor is responsible for Dimensions which shall be confirmed and correlated at the job site; fabrication processes and techniques of construction; coordination of work with that of all other trades and the satisfactory performance of work. MANUEL SYNALOVSKI ASSOCIATES,LLC 'k Date 0 ' t e . s Miami Tech.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.06-MTI-0002,titled"Telescopic Cross-Member Aluminum A/C Stand HVHZ Compliant",sheets 1 through 3 of 3,dated 11/20/08,prepared by Engineering Express,signed and sealed by Frank L.Bennardo,P.E. B. TESTS 1. None. C. CALCULATIONS 1. Rational analysis and Engineering Design Calculations prepared by Engineering Express,complying with F.B.0 2007,dated 11/20/08,signed and sealed by Frank L. Bennardo,P.E. D. QUALITY ASSURANCE I. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. None F. STATEMENTS 1. Statement letter of conformance issued by Engineering Express,dated 11/19/08, signed and sealed by Frank L.Bennardo,P.E. 2. Statement letter of no financial interest issued by Engineering Express,dated 11/19/08,signed and sealed by Frank L.Bennardo,P.E. Cfirlos M.Utrera,P.E. Product Control Examiner NOA No.08-1202.03 Expiration Date:January 15,2014 Approval Date:January 15,2009 E-1 1 , 1 , ALUMINUM A/C STAND `°°'°� WITH TELESCOPIC CROSS-MEMBER HOLE FOR ANCHOR WITH YAIDfOR 1 y {� D Me Lam I •� C�— T——7 Ti11W ANCHOR DIAMETER U� I'I }--L701 i so9 III O I I I I I NNOpS�:THTCIWE54 ��^8 I PER 0.125 0.094 45• I I 0.750• to SCHEDULES •u( TrP. III L9 ao «i � ppp 0. I 0. I L 0.145 3/4•(TYP.) 0 X0.180• 0.250• 11__LSW-4 0.250' 10 1.375. 2.000' 3/4•(►YP•) o TUBE AT CENTER OF PLATE SQUARE SQUARE (SEE DETAA 2/3) < RAIL I-BEAM TUBING TUBING �a_ H ROUND TUBING &BASE PLATE 6051 T6 ALUM.ALLOY 8081-TB ALUM 2'1 6081 is aLUpI 4 61 T5 ALUM.ALLOY 6061-TB ALUM.ALLOY AM UNIT U a DEPTH Z Alc UNIT WIDTH Pat DESIGN TABLES(sH�rz) �_ AICUNR _� GENERAL NOTES U ——(MAX SIZE PER L THE SYSTEM DESCRIBED HEREIN HAS SEEN DESIGNED IN W r— ———————— —�- ACCORDANCE WITIH THE 2007 FLORIDA BUaDIV(N ooDE.FOR use I- I I WITHIN AND OUTSIDE THE HIGH VELAQTY HURRICANE ZONE I AJC LWr L NO 33.1/3%INCREASE IN ALLOWABLE STRESS HAS BEEN ro I �A C U SEM�W SCHEDULES j ,� "4TOR THE DESIGN�SYSTEM OD ANCHOR LOAD DEKWLro '�•~i W� n FACTOR Cd•L8 LULS BE�1 LTkYE@p F�W DESttiN T� 3 E WITH T AND DESIGN PR t1RE4 CALCULATED y FOR USE WITH THIS SYSTEM SNALL BE D BY bTF1EE8 g 5 i I 9 ON A IOS-SPECIFIC SAti7S IN ACCORDANCE W1TF1 T IE GOVERNING CODE 2 ~ I 27•MIN. U tTj TO OSB SHOWPE IN DESIGN NEDLI�ANDS —— 1 SYSTEM DDETTAAE HEREIN ES GENERIC AND DOES NOT ———— PROVIDE I=ORMATION FOR A SPECIFIC SITE. FOR SITE dill e CONDITIONg DIRPERENC FROM THE CONDIT)ONS DETAILED \ HEREIN.A LICE ENGWEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC D�IPIEIYTS FOR USE IN $ rr CONRMcT10N WITH THIS DOCUMENT. j 1)USOI 8 PERMIT HOLDER SHALL VERIFY THE ADEQUACY OFTHE THRUBOLTTO EIOSTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS. DETAILS ON ION SQUARE TUBING NOTED ALL SHALL SE ALUMI UM ALLOY&TEMPERAS INITRLOCK 7.DETAILS ON SMEET 2 S. ALL BOLTS&WASHERS SHALL BE ZINC COATED STEEL, TOP OF ROOF—1 HST RE A httND1UM FINISH __ TEN8IE YIELD STRENGTIH OF 80 KSI ALL 3/1ro OR 1/4•¢POP pry •— ........... ..— ROOFING RIVETS SHALT,BE SOSS•M32 ALUMINUM ALLOY OR STRONGER, 1 PAINTED G R��AMPRESCRIBED IN THE ABOVE-NOTED fil 4ANCHORSPER T8(SEEANCHOR PPoy!{L Pk 9CHEDUL@ FOR ANCHOR ®BASE PLATE(SEE DESIGN TA6LtS FOR SIZE) �� 06-D7TI-0002 FRAME AS E BLY ELEVATION 9 srAwO Y/roTH _ 4 LEG SPACING PER �\ SCALE7 i°-1'-0° END E EVATION OCO TI21 \1} Ib cTf r ' L• STAND AND UNIT CONFIGURATIONS WITH ASSOCIATED DESIGN SCHEDULE DESIGN SCHEDULE: , r N:wxo STAND STAND UAND off A TYMB I TVPgo N ,B•@. 2ao9Pr 138.8 24x24824• 2r OFF 200188 • M�gg 114 PBP 111$ POP -moLos �M £ POP $ P8P 200 Xi "Al l-1 ey 94 Pop goom 3o•xwx37 w u4 MS P8F 7 pV 4Upgp goo Lge I 4I y 3v /7$ 88.6 38 200 fixes ,Irtry'7�n 18.6' 726 POP .991&P 180 LB8 '� UW 4 N to z 38'x3O'x9O' 4 318' 11$ 8&4 3&BP i►,xY' ^LL1 $P8F PBP 319 LB8 "r 18.6' 219 POP M$PBP PBP LBg 13: wx34xw 24 316' .7 37.7P8F !8! 30' MSPBP 389PSF 282P8P tO0LB8 a0 E r1A,c� we& }--s o•Mwc-� Z srANDT7PEral �—w-4 Ma,c IT, mow—{ �x ww wi& U iE A T wow wcw � "�tT w� A � saw. saw. saw. ��m S&L Am. . PEa . M EQ. �. r MAX- WWI , �17 „ ,r wr sTaND TwE n� +—w-4 saw. saw. sa7eo. = P wpHgG�HT Wpgpq��' }—w—} d mft r-em PER PER PER saw. saw. tw. saw. 06-MTI-0002 1%EQ.+-ft-4-1m' Eq. 04 ix-s•r+An ANCHOR SCHEDULE .P ANCHOR MW A$*=CBM Vr= TYPE -C•CHANNr9 +• � 81Ea 0TEE<T �� acUfYliHOtfSWO Bf rYlH180H0EDwA"No81RtICryIRAL .�� 1 PROVIDEPiLLETWELD UrPOYYEIWwLSntiBBpLTAlO WOH3p7D1 re FORRILLYi8IDl8 ® fir@ HITTO9�IQ�SOtZET@88-A(6NED0@ 29d°w093`>s2.6X3-T6 ALUM y PEtUgE1ER OF PIECE ANGLE OR LS-34=(0.031- N ®TOTE® L�HWIYITH84ltNWTlO�AD ® YIDpD DW YMOODFRAWN081`AON O 0 MIN)GALVANIZED"M O EACNCORNER UN1T11AT y;1® iii Aq -pp ANCHOR-NOTES: LJTlL>ZE(a)Tt1a S.S.TER ROUND TUBING ®® MANUFACTURERS'RECOMMENDAVIONS. ACOORDAI�@ WITH Ol ING Ate" L� '< 2. ENSURE MUM N EDGE DISTANCE AS NOTED IN I-BEAM _ may,m u�B ANCHOR SCHEDULE FOR EACH ANCHOR MIN.4 PER lADSS BEYOND' �� "S 3. WOOD HOST STRUCTURE SHALL BE-SO1MOLN PINE• Xl FRAME ASSEMBLY DETAIL G.o.ssoMLIM ESSOMETY. Q_A/C UNIT TIE-DOWN DETAIL SCALE:3'-1'-0° 4. MIMMUN MUM 214 M SHALL ND AS NOTES IN ANCHOR SCALEt r-1'-0• M 3 SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE 3 D(CLUDES ROOFING FINISHES. S. WHERE EGSRNO STRUCTURE IS WOOD TRUSSES, EXISTING CONDITIONS MAY VARY.FIELD VERIPYTHAT B FASTENERS ARE INTO ADEQUATE WOW TRUSS M MFRS,NOT INrO PLYWOOD. —"4=7 ROUND TUBING® A/C UNIT UNIT HwHOUSIROUND ROUND TUBING® TWO)'i 0 S.S.THRU u 4 ANCHORS PER PLATE I 2 312-(TYP.) BOLTS WHERE A\C UNIT V S a ANCHOR SCHEDULE) :,,. t,YO FILLET WEtO FULL FRAMING IS ACCESSIBLE. I s Yo FILLET WELD PULL BASE PLATE POET QR01MF4RENCE FASTEN A/C FRAMING 1Z-1�y EASE PLAT POST TO BASE PLATE DIRECTLY TO I-BEAM W/ 'GdYj TO BASE PLATE W �•0 AND NUT FP V Str EXISTING ROOF DECK EEIOSSTTING OP EACH CORNER. n d er I-BEAN M.4 PER UNIT BEYOND. a BASE PLATE DETAIL SrANDSMRTHISMAiLSHALLBE 2 REF DESIGN SCHEDULE ""'(o'-0'LONGX2rWIDEWITH(4) mtA° PER 6 ALT. C UNIT TIE-DOWN DETAIL S� 2C HIGH LEGS,FOR USE WmH UNITS ANCHOR SCHEDULE EA SCALE:3-■1'-0• UP TO 34•ICi4•IQ4•PER UNIT(20019 SIDE OF B0.SEPlATe 3 S� 3 SCALER 3--1'0° MAX UNIT WHGHi),MAx of(2) CENTERED OVER 2X 224 UN1TB PER STAND,P■ MAX WD.TRIG !BASE PLATE TO WOOD 314• ) ROUND ® e ATTACHMENT DETAIL a t 3 SCALES3-r4r 19:22GAGE : �� GALVANIZED STRAP BAN PLATE W-W TWIST 8 PER g UNIT.1 RNE L SID@ OF t) () EACH CORNER.P/14T8N a A/C UNIT HOUSING W/FOUR*14 S.S.EMS TO 4 o st s! DasTING ROOF DEC CO TO A/C wor "BEAM EN,e-E0101 MEMB ER HOUSING STRAP SHALL PASS PLATES SHALL SANDWICH �WOOD,ETiC) OVER ON�ROOF 30ST MEMBER WOM S%SW4°STEEL PLATE OPSHE SIDE, ISOLATOR PADS MYOND. I-BEAM(4)318'THREADED RODS PER BELOW ROOF)GIST ISOLATOR PADS BEYOND. V(2)#148WAT(2)PER UNIr. NUN.4 PER UNIT PLATE WITH NUTS&WASHER MIN.4 PER UNIT twat I-BEAM 8TALT. A C UNIT TIE-DOWN DETAIL 06-MTI-0002 SCALE:3--s'-0• pq ALT. BASE PLATE I-B1NDeaa°�DE s ATTACHMENT DETAIL a N ALT. C UNIT TIE-DOWN DETAIL 3 SCALE:7-1'4r 3 SCALES 31.11-a° t 'PIN All Wr I PROJECT SUMMARY Short Desc: Barry University Description: Barry University New Science E Owner: Addressl: 11300 NE 2nd Ave City: Miami Shores Address2: State: FLORIDA Zip: 0 Type: School/University Class: New Finished building Jurisdiction: MIAMI SHORES VILLAGE,MIAMI-DADE COUNTY,FL(232600) Conditioned Area: 2740 SF Conditioned&UnConditioned Area: 2740 SF No of Stories: 1 Area entered from Plans 2743 SF Permit No: 0 Max Tonnage 12.5 If different,write in: Nook slow EnergyGauge Summit®Fla(Com 2010.Section 506.4 Compliant Software.Effective Date-Mara 15,2012 5/2/2013 Page 1 of 7 f Compliance Summary Component Design Criteria Result Gross Energy Cost(in$) 2,700.0 3,266.0 PASSED LIGHTING CONTROLS PASSES EXTERNAL LIGHTING None Entered HVAC SYSTEM PASSES PLANT PASSES WATER HEATING SYSTEMS PASSES PIPING SYSTEMS None Entered Met all required compliance from Check List? Yes/No/NA IMPORTANT MESSAGE Info 5009— — —An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/2/2013 Page 2 of 7 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code Prepared By: Delta G Consulting Engineers Building Official: Date: �m ;2 0 Date: _ C I certify that this building is in compliance with the rLorida Energy Effl sts oy Code �69 Owner Agent: Marta E.VilIazon- Date: If R eq uired by Florida law,I hereby certi fy that the syal�m deos�fg�n is iri`compliance with the Florida Energy Efficiency Code Architect: Reg No: Electrical Designer. Marta E.Villazon Reg No: 60789 Lighting Designer. Marta E.Villazon Reg No: 60789 Mechanical Designer. Marts E.Villazon Reg No: 60789 Plumbing Designer: Marta E.Villazon Reg No: 60789 (") Signature is required where Florida Law requires design to be performed by registered design professionals. EnergyGauge Summit@ Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/2/2013 Page 3 of 7 Project:Barry University Title:Barry University New Science Building Type:School/University (WEA File:FL MIAMI OPA_LOCKA.W) Building End Uses 1)Proposed 2)Baseline Total 171.90 259.50 $2,700 $4,082 ELECTRICITY(MBtu1kWh1$) 171.90 25950 50378 76017 $2,700 $4,082 AREA LIGHTS 15.40 40.10 4517 11748 $242 $631 HEAT REJECT 12.90 20.10 3786 5885 $203 $316 MISC EQUIPMT 27.40 27.40 8029 8029 $430 $431 PUMPS&MISC 8.30 8.20 2433 2405 $130 $129 SPACE COOL 67.40 132.90 19747 38931 $1,058 $2,091 SPACE HEAT 14.40 0.30 4223 84 $226 $5 VENT FANS 26.10 30.50 7643 8935 $410 $480 Credits Applied:None PASSES Passing Criteria=3266 Design(including any credits)=2700 Passing requires Proposed Building cost to be at most 80%of Baseline cost.This Proposed Building is at 66.1% EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5!2/2013 Page 4 of 7 External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No.of Units (W) (W) (Sgft or ft) None Project:Barry University Title:Barry University New Science Building Type:School/University (WEA File:FL_MIAMI_OPA_LOCKA.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance bldg 14 Classroom/Lecture Hall 2,740 4 2 PASSES PASSES Project:Barry University Title:Barry University New Science Building Type:School/University (WEA File:FL MIAMI_OPA_LOCKA.tm3) System Report Compliance AHU-100 System 10 Constant Volume MultiZone No.of Units Built-up System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Compliance Not Applicable PASSES Heating System Compliance Not Applicable 1.00 PASSES Air Handling Air Handler(Supply)- 0.67 0.82 PASSES System-Supply Constant Volume PASSES EnergyGauge Summit@ Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/2/2013 Page 5 of 7 Plant Compliance Description Installed Size Design Min Design Min Category Comp No Eff Eff IPLV IPLV liance Open centrifugal,chiller l 13 5.6 5.5 5.9 5.9 Water Chilling Pkg PASSES (Centrifugal)Elec. Operated Water Cooled <300 Tons PASSES Project:Barry University Title:Barry University New Science Building Type:School/University (WEA File:FL_MIAMI_OPA_LOCKA.tm3) Water Heater Compliance Design Min Design Max Comp Description Type Category Eff Eff Loss Loss liance Water Heater Gas Instantaneous >50,000&< 0.94 0.62 PASSES water heater 200000 Btu/h;>_ 4000(Btu/h)/gal and<2 gal PASSES Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick[in] Thick[in] [F] .SF.F] None EnergyGauge Summit@ Fla/Com-2010.Section 506.4 Compliant Software.Effective Date.March 15,2012 5/2/2013 Page 6 of 7 Project:Barry University Title:Barry University New Science Building Type:SchoolfUniversity (WEA File:FL_MIAMI_OPA_LOCKA.tm3) Other Required Compliance Category Section Requirement(write NIA in box if not applicable) Check Report 506.4.2 Input Report Print-Out from EnergyGauge FlaCom attached Operations Manual 303.3.1, Operations manual provided to owner 503.2.9.3, 505.7.4.2 Windows&Doors 502.3.2 Glazed swinging entrance&revolving doors:max.1.0 cfin/ftz;all other products:0.3 cfin/ft2 Joints/Cracks 502.3.3 To be caulked,gasketed,weather-stripped or otherwise sealed Dropped Ceiling Cavity 502.3 Vented:seal&insulated ceiling.Unvented seal&insulate roof& side walls HVAC Efficiency 503.2.3 Minimum efficiencies:Tables 503.2.3(1)-(8) HVAC Controls 503.2.4 Zone controls prevent reheat(exceptions);separate thermostatic control per zone; Ventilation 503.2.5 Outdoor air supply&exhaust ducts shall have dampers that E automatically shut when systems or spaces served are not in use. Exhaust air energy recovery required for cooling systems (Exceptions). ADS 503.2.7.5 Duct sizing and Design have been performed ET HVAC Ducts 503.2.7 Air ducts,fittings,mechanical equipment&plenum chambers shall be mechanically attached,sealed,insulated&installed per Table 503.2.7.2.Fan power limitations. Balancing 503.2.9.1 HVAC distribution systems)tested&balanced.Report in construction documents. Piping Insulation 503.2.8 HAC and service hot water.In accordance with Table 503.2.8. Water Heaters 504 Performance requirements in accordance with Table 504.2.Heat trap required Swimming Pools 504.7 Vapor-retardant or liquid cover or other means proven to reduce heat loss on heated pools;Time switch(exceptions);readily accessible on/offswitch. Motors 505.7.5 Motor efficiency criteria have been met Lighting Controls 505.2,502.3 Automatic control required for interior lighting in buildings>5,000 s.f.;Space control;Exterior photo sensor;Tandom wiring with 1 or 3 linear fluorescent lamps>30W EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 5/2/2013 Page 7 of 7 i ' r - A SYSTEM SIZING SUMMARY System:AHU-100 Block Load 3.05 Location:Miami, Florida December 20,2011 Prepared by:DeltaG Page:l TABLE 1.SIZING DATA COOLING Total Coil Load 146,443 BTU/hr Load Occurs July 15:00 Sensible Coil Load 92,067 BTU/hr Outdoor Db/Wb 91.0/77.0 F Total Zone Sensible 67,356 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 80.6/68.7 F Supply Air(Act 3,283 CFM Leaving Db/Wb 54.7/54.2 F Supply Air(Standard) 3,282 CFM Appmatns Dewpoint 53.3 F Ventilation Air 1,280 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 52.8 % Reheat Requi d 0 BTU/hr Total Coil Load 12.20 Ton Floor Area 2,359 sgft Sensible Coil Load 7.67 Ton Overall U-Value 0.245 BTU/hr/sgft/F SQFT/Ton 193.30 Vent Air 0.54 CFM/sgft Cooling 62.08 BTU/hr/sgft Vent Air 35.56 CEM/Person Coolinp 1.39 CFMLqaft TABLE 2.SIZING DATA EATING Heating Coil Load 63,958 BTU/hr Heating 27.11 BTU/hr/sgft Ventilation Load 35,933 BTU/hr Heating 1.39 CFM/sgft Total Zone Load 28,025 BTU/hr Floor Area 2,359 sgft Ventilation Airflow 1,280 CFM Overall U-Value 0.245 Supply Airflow 3,283 CFM Vent Air 0.54 CFM/sgft Vent Air 3556 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Miami,Florida Data Source Carrier Defaults Summer Dry-Bulb 91.0 F Latitude 25.8 Degree Coincident Wet-Bulb 77.0 F Elevation 7.0 ft Daily Range 15.0 F TABLE 4. INPUT VAC SYSTEM System Name AHU-100 THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 74.0 F System Start 6:00 Coaling(Unoec.) 78.0 F Duration 24 hrs Heating 70.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 1,280 CFM Configuration Draw-Thru Exhaust 0.00 CFM Static Pressure 0.50 In.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 0 % Safety(Latent) 0 % Heating Safety 0 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton otal 1) July 15:00 7.67 12.20 6) June 16:00 7.48 ;`< 0.1i,E 2) July 16:00 7.66 12.19 7) July 14:00 753 •° �6 3) June 15:00 7.50 12.14 8) July 17:00 753 p o'2.06 4) August 15:00 7.61 12.14 9) June 17:00 7.37-", �. ; 12.00 5) August 16:00 7.60 12.12 10) June 14:00 736 {i. SYSTEM SIZING SUMMARY System:AHU-100 Block Load 3.05 Location:Miami, Florida December 20,2011 Prepared by:DeltaG Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/br) (CFM) Design Time (BTU/hr) (CFM) Corridor 100 3,088 151 June 17:00 2,284 - RM 101 18,805 917 July 16:00 5,149 - RM 101 B 4,068 198 July 16:00 3,101 - RM 101C 4,093 200 July 16:00 3,382 - RM 102 36,991 1,803 July 16:00 13,220 - Storage 102B 1,128 55 October 18:00 888 - Total: 3,324 Total: .00 SYSTEM SIZING SUMMARY System:AHU-100 Block Load 3.05 Location:Miami, Florida December 20,2011 Prepared by:De1taG Page:1 TABLE 1.SIZING DATA COOLING Total Coil Load 146,443 BTU/hr Load Occurs July 15.00 Sensible Coil Load 92,067 BTU/hr Outdoor Db/Wb 91.0/77.0 F Total Zone Sensible 67,356 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Dh1Wb 80.6168.7 F Supply Air(Act-Q 3,283 CFM LeavingDb/Wb 54.7/54.2 F Supply Air(Standard) 3,282 CFM Apparatus Dewpobnt 533 F Ventilation Air 1,280 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 52.8 % Reheat Required 0 BTU/hr Total Coil Load 12.20 Ton Floor Area 2,359 sgft Sensible Coil Load 7.67 Ton Overall U-Value 0.245 BTU/br/sgft/F SQFTrron 19330 Vent Air 0.54 CFM/sgft Cooling 62.08 BTU/hr/sgft Vent Air 15,56 CTMtPerson Coaling 1.39 TABLE 2.SIZING DATA EATING Heating Coil Land 63,958 BTU/hr Heating 27.11 BTU/hr/sgft Ventilation Load 35,933 BTU/hr Heating 139 CFM/sgft Total Zone Load 28,025 BTU/hr Floor Area 2,359 sgft Ventilation AhIlow 1,280 CFM Overall U-Value 0.245 Supply Airflow 3,283 CFM Vent Air 0.54 CFM/sgft Vent Air 3556 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Miami,Florida Data Source Carrier Defaults Summer Dry-Bulb 91.0 F Latitude 25.8 Degree Coincident Wet-Bulb 77.0 F Elevation 7.0 It Daffy Range 15.0 F Afinumberic aMe ram.ft 0-90 Winter Dry-Bialb 44-0 F TABLE 4. INPUT VAC SYSTEM System Name AHU-100 THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 74.0 F System Start 6:00 Cooling(Unocc.) 78.0 F Duration 24 hm Heating 70.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 1,280 CFM Configuration Drat-Thru Exhaust 0.00 CFM Static Pressure 050 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 0 % Safety(Latent) 0 % Heating Safety 0 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total ToR' 1) July 15:00 7.67 12.20 6) June 16:00 7.48 Y2.d2 ( r 2) July 16:00 7.66 12.19 7) July 14:00 753 12�OB 3) Jane 15.E 7.50 12.14 8) duly 17 00 753 12.06 607 89 4) August 15:00 7.61 12.14 9) June 17:00 737 a60 5) August 16.10 7.60 12.12 10) June 14:00 736 12.00 -y AT E SYSTEM SIZING SUMMARY System:AHU-100 Block Load 3.05 Location:Miami, Florida December 20,2011 Prepared by:De1taG Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) Corridor 100 3,088 151 June 17:00 2,284 - RM 101 18,805 917 July 16:00 5,149 - RM 101 B 4,068 198 July 16:00 3,101 - RM 101C 4,093 200 July 16:00 3,382 - RM 102 36,991 1,803 July 16:00 13,220 - Storage 102B 1,128 55 October 18:00 888 - Total: 3,324 Total: .00 1215 Wallace Drive • Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom &Anatomy, Miami Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0006 Client: Synalovski Romanik Saye Date: 2/20/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR ID: P-001 Max Density(PCF): 121.2 Opt Moisture(%): 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Location Depth Density Density (%) % Results (in) (PCF) (PCF) 1 Anatomy lab, east side of storage room 12 2 130.4 121.6 7.2% 100.3% Pass 2Anatomy lab, SE area 12 2 129.7 120.5 7.6% 99.4% Pass 3Anatomy lab,west side of equipment room 12 2 127.1 119.3 6.5% 98.4% Pass 4Anatomy lab, SW area 12 2 127.2 118.9 7.0% 98.1% Pass 5 Director's office, SE area 12 1 130.6 122.3 6.8% 100.9% Pass 6 Lab tech office, NE area 12 1 130.1 121.4 7.2% 100.2% Pass Chemical stockroom, NW area 12 1 128.3 120.5 6.5% 99.4% Pass 8 Chemical stockroom, SW area 12 1 127.6 119.3 7.0% 98.4% Pass Corridor 100 12 1 128.6 119.5 7.6% 98.6% Pass 10 11 12 Testing Gauge Information: Manufacturer. Troxler Model: 3430 S/N: 34908 Density Standard (DS): 2351 Moisture Standard (MS): 563 Remarks: Legend for Elevation: d: PR= Proofroll 1, 2, 3= 1st, 2nd, 3rd Lift .I• ®'%"• • R$ SL=Springline FL Final Lift PE CA# 0 SG=Subgrade BG= Below Grade = No. - BC= Basecourse BOF= Bottom of Footing _ =31512013 orth P.E.: OP=Top of Pipe FG= Finished Grade = ' � ,pfes n g irk ` 44653 Test report shall not be reproduced,except in full,without the written approval of GFA lntemational% 'e•�!CI •'' Environmental•Geotechnical•Construction Materials Testing.Special and Threshold Inspection,Ip w Oe Compliance Florida's Leading Engineering Source ��J www.teamgfa.com 1215 Wallace Drive • Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) '�RMAr��Pv IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL, AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom &Anatomy, Miami Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0005 Client: Synalovski Romanik Saye. Date: 2/20/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR I D: P-001 Max Density(PCF): 121.2 Opt Moisture(%): 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Location Depth Density Density (%) ova Results (in) (PCF) (PCF) 1 Director office, SE area 12 2 130.5 121.3 7.6% 100.1% Pass Lab tech office, NE area 12 2 126.9 118.9 6.7% 98.1% Pass Chemical stockroom, NW area 12 2 128.6 119.5 7.6% 98.6% Pass 4 Chemical stockroom, SW area 12 2 126.6 119.3 6.1% 98.4% Pass 5 8 9 10 11 12 Testing Gauge Information: Manufacturer. Troxler Model: 3430 S/N: 34908 Density Standard (DS): 2351 Moisture Standard (MS): 563 Remarks: Legend for Elevation: d: PR= Proofroll 1, 2, 3= 1st, 2nd, 3rd Lift ' SL=Springline FL=-Final Lift F PE CA SG=Subgrade BG= Below Grade * N . 65 ' BC= Basecourse BOF= Bottom of Footing _ =3/5/2013 OP=Top of Pipe FG= Finished Grade ;�PauI Dan orth,n .E•. X 44653 �rofes l @I� g q6� Test report shall not be reproduced,except in full,without the written approval of GFA International% lR ? �� Environmental•Geotechnical•Construction Materials Testing•Special and Threshold Inspection`9A, w e Compliance Florida's Leading Engineering Source l��l 11 III j S, www.teamgfa.com 1215 Wallace Drive • Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom &Anatomy, Miami Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0007 Client: Synalovski Romanik Saye Date: 2/21/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR ID: P-001 Max Density(PCF): 121.2 Opt Moisture(%): 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (%) Location (in) (PCF) (PCF) % Results 1 Anatomy lab, north side of storage area 12 3 127.3 119.3 6.7% 98.4% Pass Anatomy lab, SW area 12 3 128.7 120.1 7.2% 99.1% Pass 3 Anatomy lab, SE area 12 3 130.6 121.6 7.4% 100.3% Pass Anatomy lab,west side of equipment room 12 3 130.8 121.0 8.1% 99.8% Pass 5 Corridor 100 12 3 130.4 120.5 8.2% 99.4% Pass Anatomy lab, north side of storage room 12 4 127.9 119.3 7.2% 98.4% Pass Anatomy lab, SW area 12 4 127.4 119.6 6.5% 98.7% Pass 9 ' 10 11 1 Testing Gauge Information: Manufacturer. Troxier Model: 3430 S/N: 34908 Density Standard (DS): 2344 Moisture Standard (MS): 557 Remarks: Legend for Elevation: � � PR=Proofroll 1, 2, 3= 1st, 2nd, 3rd Lift SL=Springline FL= Final Lift F PE CA# SG=Subgrade BG= Below Grade = *' No 65 BC= Basecourse BOF= Bottom of Footing _ -u -31512013 TOP=Top of Pipe FG= Finished Grade -p haul Dan or , P.E.; Q: ofesingir644653 Test report shall not be reproduced,except in full,without the written approval of GFA International% '�• L ?•-' P P P Environmental•Geotechnical•Construction Materials 'sLeading Engineering Threshold Inspectio &A �stl e Compliance F www.teamgfa.com 1215 Wallace Drive • Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) '"�RMA'(1o�Pv IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom &Anatomy, Miami Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0008 Client: Synalovski Romanik Saye Date: 2/26/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR ID: P-001 Max Density(PCF): 121.2 Opt Moisture(%): 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (% Location (in) (PCF) (PCF) % Results 1 Director office, SE area 12 3 130.5 121.6 7.3% 100.3% Pass Lab tech office, NE area 12 3 128.2. 119.8 7.0% 98.8% Pass 3 Chemical stockroom, NW area 12 3 129.3 120.3 7.5% 99.3% Pass Chemical stockroom 2 3 128.6 120.5 6.7% 99.4% Pass 5 6 8 9 10 11 1 Testing Gauge Information: Manufacturer. Troxler Model: 3430 S/N: 34908 Density Standard (DS): 2336 Moisture Standard (MS): 562 Remarks: Legend for Elevation: PR= Proofroll 1, 2, 3= 1st, 2nd, 3rd Lift �.` d.In SL=Springline FL= Final Lift F P CA#4 t SG=Subgrade BG= Below Grade = *' No.44 3 BC= Basecourse BOF= Bottom of Footing _ =31512Ll3 OP=Top of Pipe FG = Finished Grade -p ka-utpanforth, P.E..' X ' ,.pfes ?g6�,ngiri� 44653 Test report shall not be reproduced,except in full,without the written approval of GFA International"' 'e.!�C Environmental•Geotechnical•Construction Materials Testing•Special and Threshold Inspectionk.4/`1111 w sc�a Compliance Florida's Leading Englneering Source www.teamgfa.com 1215 Wallace Drive . Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom $Anatomy; Miami Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0004 Client: . Synalovski Romanik Saye Date: 2/19/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR ID: P-001 Max Density(PCF): 121.2 Opt Moisture(%): 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (%) Location (in) (PCF) (PCF) % Results 1 Anatomy lab, east side of storage room 12 1 128.2 119.6 7.2% 98.7% Pass Antaomy lab, SE area 12 1 127.1 119.3 6.5% 98.4% Pass 3Anatomy lab,west side of equipment room 12 1 127.2 118.9 7.0% 98.1% Pass 4Anatomy lab, SW area 12 1 127.5 119.5 6.7% 98.6% Pass 5 North side of equipment room, chemical stock room 12 1 128.3 119.7 7.2% 98.8% Pass Walkway at east side of lab director's office 12 1 127.1 119.3 6.5% 98.4% Pass 9 10 11 12 Testing Gauge Information: Manufacturer. Troxler Model: 3430 S/N: 34908 Density Standard (DS): 2355 Moisture Standard (MS): 552 Remarks: Legend for Elevation: %t fill// LC= roofroll 1, 2, 3= 1st, 2nd, 3rd Lift .` d. pringline FL=Final Lift PE c�# 30 ubgrade BG= Below Grade = Na. 3 asecourse BOF= Bottom of Footing �isno13 Top of Pipe FG= Finished Grade R orth, P.E..' X S ofeVWg66ngir?e�44653 rt shall not be reproduced,except in full,without the written approval of GFA International% t Environmental•Geotechnical•Construction Materials Testing•Special and Threshold lnspection9,*, w `oe compliance Florida's Leading Engineering Source www.teamgfa.com 1215 Wallace Drive : Delray Beach,FL 33444 (561)347-0070 • (561)395-5805 (fax) '��RIVA7tG�Pv IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Barry University-Addition Chemical Stockroom &Anatomy, Miami .Project ID: 12-1835.00 Address: 11300 NE 2nd Avenue, Miami Shores, FL Report ID: D-0003 Client: Synalovski Romanik Saye Date: 2/18/2013 Permit No: Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Building pad Soil Description: Greyish Brown Fine Sand with some Limestone Rock Proctor/LBR I D: P-001 Max Density(PCF): 121.2 Opt Moisture(%): - 9.0% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Elev Wet Dry Moist. Compaction Location Depth Density Density (%) % Results (in) (PCF) (PCF) 1 Walkway at east side of anatomy lab, north side 12 1 126.9 118.9 6.7% 98.1% Pass 2 Walkway at east side of anatomy lab, south side 12 1 127.1 119.3 6.5% 98.4% Pass 3 4 5 6 7 8 9 10 11 12 Testing Gauge Information: Manufacturer. Troxler Model: 3430 S/N: 34908 Density Standard (DS): 4712 Moisture Standard (MS): 561 Remarks: Legend for Elevation: �.. . d: PR= Proofroll 1, 2, 3= 1st, 2nd, 3rd Lift j*F SL=Springline FL= Final Lift pE CA 0 SG=Subgrade BG= Below Grade ' 6 ' BC= Basecourse BOF= Bottom of Footing =31312013 OP=Top of Pipe FG= Finished Grade -p Danforth, P.E...* X _?,ofes ?g6�_ngirli '44663 Test report shall not be reproduced,except in full,without the written approval of GFA International% GI ? '•�� Environmental•Geotechnical•Construction Materials Testing Special l and Threshold Inspection'9A'A r l w'tt'`she Compliance Florida's Leading www.teamgfa.com • i Certificate of Compliance for Termite Protection (as required by Florida Building Code (FBC) 1816.1.7) USA Pest Control P.O. Box 570134 Miami, FL 33257 (306) 378-2622 11300 NE 2nd Ave. Miami Shores, FL 33161 Method of Termite Prevention Treatment Soil Treatment for termites Chemical used Termidor 80 `"!C EPA No_ 7969-209 Number of gallons applied 273.0 Gallons Area treated (square feet) 2,730 SF Stage of treatment Slab -- USA Post Control hereby confirms that the structure described above has received a complete treatment for the preven- don of subterranean termites.Treatment Is In accordance with rules and laws established by the Florida Department of Ag nd sftsu ervices. �G Auth Ized Signature Date I ■ ■ CFN 211312RI018630 4 OR Bk 28380 Ps 3955? QP9) RECORDED 1210312012 09:51:41 NOTICE OF COMMENCEMENT HARVEY RUVINo CLERK OF COURT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF RRST INSPECT ON HIAMI--OADE COUNT!a FLORIDA LAST PAGE PERMIT NO. °CJ° Z`W,TAX FOLIO NO. (E f�C,s .D 0025.-- LORIDA,COUNTY OF LADE v� 1 HEREBY C RTIFY OW MIS is a y of the � STATE OF FLORIDA: original filed in � ' 3`� class COUNTY OF MIAMI-DADS: A D20 / �4 WITAiESS my wdwd Oli l saal. THE UNDERSIGNED hereby gives notice that improvements will be made to d N,C in Ca property,and in accordance with Chapter 713,Florida Statutes,the following in� 5m n r � D.C. Is provided in this Notice of Commencement. 1.Legal-description of property and streettaddress: Barry University, 11300 NE 2nd Avenue, Miami Shores, FL 33161 2. Description of improvement: Physical Science improvements - Wiegand - Lab Renovation New Chemical Stock Room, Student Study Area _ !_ 3.Owner(s) name and address: Barry University, 11300 NE 2nd Avenue, Miami Shores, FL 33161 Interest in-property: Name and address of fee simple titleholder: 4.Contractor's name and address: Turner Construction, 1000 NW 57th Court, Suite 200 Miami, FL 33126 5.Surety:(Payment bond required by owner from contractor, if any) Name and address: -_.__ Amount of bond$ 6.Lender's name and address: 7.Persons within 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:___...__..___ 8.in addition to himself,Owners designates the following.person(s)to receive a copy of the Uenor's Notice as provided in Section 713.13(1)(b),Florida Statutes. Name and address: 9. Expiration date f this Notice of Commencement:(the expiration date Is 1 year from the date of recording unless a different date' i'ad) _ Signature of Owner Print Owner's Name &PA ILV ropy )PS, Prepared by R A ci Sworn to and subscribed before me this 9 Z day of ,20 d Address: Notary Public Print Notary's Name ,N a My commission ex 123.01-52 PAGE 4 8102 my Ca7NWW10N#EE36W EXPIRES:Novanba 12,2014 of H.Notary Dis000at A—s=Cu. 1-800.34WARY t 2 -145 A� °A 10/1612012° ' Y' THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terns and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Turner Surety and Insurance Brokerage,Inc. PHONE FAX 300 Tice Boulevard-Suite 250 0 •201-644-2500 (AIC,No): Woodcliff Lake,NJ 07677 ADDRESS: INSURER(S)AFFORDING COVERAGE NAIC# INSURERA:Liberty Mutual Insurance Company 23043 INSURED INSURER a:Llbarty Insurance Corporation 42404 Turner Corporation Turner Construction Company INSURER C: 3 Paragon Drive Montvale,NJ 07645 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:GQVDNHCZ REVISION NUMBER: THIS IS TO CERTIFYTHAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. IL7R TYPE OF INSURANCE DL UBR POLICY EFF POLICY EXP POLICY NUMBER 1MMfDDIYYYY1 (MMIDOIYYYYI LIMITS A GENERAL LIABILITY TB1-625-092815-042:Ea.Occ,Dam 11101/2012 11101/2013 EACH OCCURRENCE $ 2,000,000 to Rent Prem, Pars&Adv Inj:$250k. PCOM MERCIAL GENERAL LIABILITY TL1-625-092815-082:Ea.Occ,Pers PREMISES Ea occurrence $ 2,000,000 Adv Inj,Dam to Prem:$1.75mm.Total 10,000 CLAIMS-MADE OCCUR ggs at right. MED EXP(Any one person) $ PERSONAL&ADV INJURY $ 2,000,000 GENERAL AGGREGATE $ 5,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGO $ 12,500,000 riPOLICY X PRO- LOC $ AUTOMOBILE LUU3ILITY COMBINED SINGLE LIMIT Ea accident) ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS NON-OWNED PROPERTY DAMAGE $ HIRED AUTOS AUTOS Per accident $ UMBRELLA LIMB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS MADE AGGREGATE $ DED I I RETENTION$ $ B WORKERS COMPENSATION C7-625.092815-032 11/01/2012 11/01/2013 X I WOOCSrATU OER Ga AND EMPLOYERS'LIABILITY YIN Employers LIabJStop p 2,000,000 ANY PROPRIETOR/PARTNER/EXECUTNE OH,N ,WA,WV,WY E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? NIA (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 2,000,000 If yes describe under 2,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,H more space Is required) EVIDENCE OF INSURANCE FOR PERMIT PURPOSES CERTIFICATE HOLDER CANCELLATION SHOULD ANY OFTHE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATETHEREOF,NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES VILLAGE AUTHORIZED REPRESENTATIVE 10050 N.E.2ND AVENUE — MIAMI SHORES,FL 33138 Page 1 of 1 ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD