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DGT-12-2377 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-191700 Permit Number: DGT-12-12-2377 Scheduled Inspection Date: May 17,2013 Permit Type: Decks/Gazebos/Trellises Inspector: Bruhn, Norman Inspection Type: Footing Owner: GROPPER,ADAM Work Classification: Deck -Wood Job Address:9901 NE 13 Avenue Miami Shores, FL Phone Number Parcel Number 1132050090480 Project: <NONE> Contractor: DOMINION BUILDERS LLC Phone: (305)661-2700 Building Department Comments COVER EXISTING FRONT AND REAR TERRACES WITH Infractio Passed Comments A NEW WOOD DECK INSPECTOR COMMENTS False Inspector Comments Passed El Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. May 17,2013 For Inspections please call: (305)762-4949 Page 28 of 28 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-191700 Permit Number: DGT-12-12-2377 Scheduled Inspection Date: May 17,2013 Permit Type: Decks/Gazebos/Trellises Inspector: Bruhn, Norman Inspection Type: Footing Owner: GROPPER,ADAM Work Classification: Deck -Wood Job Address:9901 NE 13 Avenue Miami Shores, FL Phone Number Parcel Number 1132050090480 Project: <NONE> Contractor: DOMINION BUILDERS LLC Phone: (305)661-2700 Building Department Comments COVER EXISTING FRONT AND REAR TERRACES WITH Infractio Passed Comments A NEW WOOD DECK INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. May 17,2013 For Inspections please call: (305)762-4949 Page 28 of 28 I • 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-191699- Permit Number: DGT-12-12-2377 Scheduled Inspection Date: May 17,2013 Permit Type: Decks/Gazebos/Trellises Inspector: Bruhn, Norman Inspection Type: Slab Owner: GROPPER,ADAM Work Classification: Deck -Wood Job Address:9901 NE 13 Avenue Miami Shores, FL Phone Number Parcel Number 1132050090480 Project: <NONE> Contractor: DOMINION BUILDERS LLC Phone: (305)661-2700 Building Department Comments COVER EXISTING FRONT AND REAR TERRACES WITH Infractio Passed Comments A NEW WOOD DECK INSPECTOR COMMENTS False Inspector Comments Passed El Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. May 17,2013 For Inspections please call: (305)762-4949 Page 27 of 28 I Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-191699 Permit Number: DGT-12-12-2377 Scheduled Inspection Date: May 17,2013 Permit Type: Decks/Gazebos/Trellises Inspector: Bruhn, Norman Inspection Type: Slab Owner: GROPPER,ADAM Work Classification: Deck -Wood Job Address:9901 NE 13 Avenue Miami Shores, FL Phone Number Parcel Number 1132050090480 Project: <NONE> Contractor: DOMINION BUILDERS LLC Phone: (305)661-2700 Building Department Comments COVER EXISTING FRONT AND REAR TERRACES WITH Infractio Passed Comments A NEW WOOD DECK INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. May 17,2013 For Inspections please call: (305)762-4949 Page 27 of 28 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-183043 Permit Number: DGT-12-12-2377 Scheduled Inspection Date: October 02, 2013 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: GROPPER,ADAM Work Classification: Deck -Wood Job Address:9901 NE 13 Avenue Miami Shores, FL Phone Number Parcel Number 1132050090480 Project: <NONE> Contractor: DOMINION BUILDERS LLC Phone: (305)661-2700 Building Department Comments COVER EXISTING FRONT AND REAR TERRACES WITH Infractio Passed comments A NEW WOOD DECK INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. October 01,2013 For Inspections please call: (305)762-4949 Page 2 of 14 -3oS 3CJ7 1 PA,,,0.rV- 4 Miami. Shores Village Buildin g Department artment ., f N� 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 -°•� INSPECTION'S PHONE NUMBER:(305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No,1,6. CST D- 3 7 7 Permit Type: BUILDING ROOFING JOB ADDRESS:- Q90? /N/E 13 AWA- City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: // •3a►y�•4c�'j•O*1 k� Is the Building Historically Designated:Yes NQ ✓ Flood Zone: ✓�- OWNER:Name(Fee Simple Titleholder): Phone#• Address: W01 • /��- /13 AhA4 City: State: 100t- Zip: 31.11P, Tenant/Ussee Name: Phone#: Email: CONTRACTOR:Company Name: Phone#: T05'-661->A-4 Address: City: t v�..rc. �/N3 ut a State: At, Zip: 33�r Qualifier Name: /viii ryK. �re�iyr►o��/ga✓i Phone#: State Certification or Registratioi},i�: GGc- I Q4 y le Certificate of Competency#: Contact Phone#: Email Address: /jlhf'ft&-✓s r r i rr.,.>aw"4.p+. e DESIGNER:Architect figmeer!� N Phone#: � C Value of Work for this,Perj t $ Square/Linear Footage of Work: Type(f IRork:Ede'ddi ip� DAlteration ONew ORepair%Replace ODemolition Description of Woxlz 1 Nk,iQ4 'J Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ ' III Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR � PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be r and a reinspection fee will be charged. Signature Signature O e or Agent / Contractor The foreument was acknow ged before a this / / The forego' g instrument was acknowled before me this l J day of 20 L3,by V day of ,2041'�,by / 1 who is personally known to me or who has produced who is personally known t e or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY P NOTARY KART A CROPPER • :, w KARL A GROPPER a� •. =' QMMISSION#EE032278 ?.� :* COMMISSION#>EE032278 Sign (407)39 ,5 EX Fi rdot ervtce.com 7 Sign: aao 5,2074 My Co ssion Expires: My Co ssion Expires: APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) t ,, Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Date: � P Tel:(305)795.2204 Fax:(305)756.8972 Permit #: T41 Ta 2- Meeheigeal Critique Sheet Date: --rite P-€:CO A-O ��k•FY B:Y� R-G`r t � � � Review Completed by: Jan Pierre Perez Chief Mechanical Inspector Miami shores Village ... . Building Department R ► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT M � � I 344 DATE: 4 0 AaI, Q�� • Contractor • Owner •Architect Picked up 2 sets of plans and (other) °��`� Address: From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Depart m nt to continue permittin rocess. Acknowledged . PERMIT CLERK INITIAL: -- RESUBMITTED DATE: PERMIT CLERK INITIAL: ■■!I■■ � o \ONE■■■■■■■■■■■■NNE IR ■■ ERI : E IMMi■■■■■■■■■■■■■■■■■■ ■■■■ ■■■■ ■■■■■■milw"■■■ - A 91AURS■VIA= HE ■■■■■ROMMEM■■MP, ■MPFIFFO■■■MER■■■ NOME ®®err;!■■!■■�'l��r''!-��11■■■■■■■■ OMEN ■o WE■■i■�■■�■■■■w�■■■■■■■■■■■■ mummummmommor MEOMMERAMMEMN ■■■■ . ■■■■■■■■■ mommm mommomom MOEN VsualAnalysis(version 5.50)- jStringer Gropper,Mon Mar 1816:57:22 2013 Alfredo Arteaga Jr and Associates,Alfredo Arteaga Jr 2 moo 17 Deadtoads (Oft t � l ° Cr 'SST M,g36 VisualAnalysis(version 5.50)- Stringer Gropper,Mon Mar 1816:57:48 2013 Alfteclo Lave to Arbmga Jr and Associates,Alfredo Arteaga Jr a J7 (0 ft w rn 0 6 ASTM 'mss vti i i:ci vi onne ' 17 visuajpmalysis S.bU Report Company: Alfredo Arteaga Jr and Associates Engineer: Alfredo Arteaga Jr Pro'lect File: Strinqer Gropper — , . .-v 1 , k , e r \— . t 1 Nodal Displacements Node Result Case Name D% DY RZ in .in deg Lv� ucnu avauo L1LO� vival v.vv v.vv `-v.v4u.W N2 Dead loads First Order 0.00 0.00 0.03818 Nodal Reactions W^A,o Rnmi9 t I`mae Wamo rr I" my Ib Ib lb-'ft N1 Dead loads First Order 0.00 483.8 -NA- -1-Mon Mar 19 16-5c)-17 9013 �j v Stringer Gro 9 pp er VisualAnalysis 5.50 Report Company: Alfredo Arteaga Jr and Associates Engineer: Alfredo Arteaga Jr Project File: Stringer'' er Folder: C:\temp\United Iron\Gropper residence\ Nodal Displacements Node Result Case Name DX DY RZ in in deg Nl Live loads First Order 0.00 0.00 -0.08984 N2 Live loads First Order 0.00 0.00 0.08984 Nodal Reactions Node Result Case Name FX Tr NZ Ib Ib lb-ft Nl Live loads First Order 0.00 1138 -NA- N2 Live loads First Order 0.00 1138 -NA- -1-Mon Mar 1816:58:52 2013 �✓�� Stringer Gro � 9 pp er VisualAnalysis 5.50 Report Company: Alfredo Arteaga Jr and Associates Engineer: Alfredo Arteaga Jr Project File: Stringer Gropper Folder: C:\temp\United Iron\Gropper residence\ Load Cases Load Case Strength Service Results Analyze? Envelope? (10)2.4.2 Yes No Yes Yes No (11)2.4.4Lr Yes No Yes Yes No (12)2.4.7 Yes No Yes Yes No ( 1)Dead loads Yes Yes Yes Yes No ( 2)Live loads No Yes Yes Yes No ( 9)2.4.1 Yes No Yes Yes No Member Extreme Results Member Fx(lc) Vy(lc) Mz(lc) lb lb lb-ft M1 -513 (10) -1539 (10) 0.00 (10) M1 513.0 (10) 1539 (10) 2433 (10) -1-Mon Mar 1816:58:362013 �VG 2Jr� Member: M 1 Load Case: Live loads First Order Disp. y (in) Shear y (Ib) Moment z (Ib-#t) —0.00 # 4 � � W r � MIMI NMI d •,g s s,rt � '� a"k ~,ter � c�a�,�,. � �s�s;, �'�-° ^. � �aJ�y `�".�a�' ��' ib NF�• `�x"d ?✓Y32 8� �` � lP F 1000 0 w c� -1000 '�- � •sue" a„�� , 3 � :� �' � � � -�, fir- �-�.� matim, ,; 1 500 ca�We`�r.n 3 ��sW � ' k, r, u s W 1000�../ ^= I��i's �' "` '�� z t� +- .n �' �L- q � ��r��' 4-p 8 hl } - � rFd y 2 IN 500 Xj vas s`�€ g ��,'�' ,�r� s"•� �r s s �2�i„�� f� � ry�ad �� '� k t'�"�y y a 0 't 2 3 4 5 6 Distance From Start (ft) Stringer Gro er AF /7 9 pp VisualAnalysis 5.50 Report Company: Alfredo Arteaga Jr and Associates Engineer: Alfredo Arteaga Jr Project File: Stringer Gropper Folder: C:\temp\United Iran\Gropper residence\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.3226 M1 Designed Stringer HSS6x4x HSS6x4x.125 None Design Member Results Design Load Cases Strength Service Load Case (Deflection Type) Number Number throe 1 6 Dead loads First Order (Other) - 7 Live loads First Order ('L only') 2 - 2.4.1 First Order ,D 3 - 2.4.2 First Order ,D+L 4 - 2.4.4Lr First Order ,D +0.75L 5 - 2.4.7 First Order ,0.60D AISC Steel (ASD) Design Group: Stringer, Group Report, Designed As: HSS6x4x.125 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (at +y) : Pattern = Unbraced Lateral bracing at bottom flange (at -y) : Pattern = Unbraced Lateral bracing in strong direction (parallel to y) : Pattern = Unbraced COLUMN INFORMATION: Braced frame in the y-direction (strong axis bending for most shapes) . Braced frame in the z-direction (weak axis bending for most shapes) . Effective length factors: K is calculated automatically. Fy = 36.00Ksi Combined Stresses Check: Member Load Offset fa Fa fbz Fbz Code Unity Name Case # ft Ksi Ksi Ksi "I Ref. Check M1 3 3.04 0.01 21.60 7.65 23.76 H2-1 0.32 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Pbz Code Unity Name Case # ft lb-ft Kul ft Ksi Ref. Check M1 3 3.16 2433.37 7.66 6.32 1.00 23.76 F3-1 0.32 Axial Check: Member Load Offset P fa KL/r cc Q Fa Code Unity Name Case # ft lb "I Ksi Ref. Check M1 3 6.32 -513.00 -0.23 45.70 126.10 1.00 18.72 E2-1 0.01 Strong Shear Check: Member Load Offset Vy fvy h/tv Fvy Code Unity Name Case # ft 1b Kai Kai Ref. Check M1 3 0.00 1539.00 1.11 49.72 14.40 F4-1 0.08 -1-Anon Mar 18 17:01:47 2013 3 1 ■■ sc r ■.,. ■ ■■■■■■■■■■■■■■■■■ ■■O■ A'O■■■iOO■■■■■■■■■■■■■■■■■ ■■■■ i� mmmwm *9,- :rm■■■■■■■■■■■■■■ ■■■■■■■-■. ■■ ■■■ ■ ■■■■ ■■■■■■■■■■ '�. A ■ ■■■ ■■E■ ■■ ■■EM /wommmfl�lrM■Er■■■■■■■■■■■■■■ ■■■O""■■■mmAME""m"■E!�r'r'�_.%2■■■■■ ■■■M■IN,■■ONMAIN i■■■m■�.■r■OOO■■■■■■ ■■■mmimi"■■■■r�1' r■■■C�oMENM■■■■■■■■■ ■■MME■�t mmmmm■■■■O■m■■■■■■■■■■■■ ■R911,�418NIINUFAIMME/IMNuffi co■■■■■■■ ■rvm■m .` m m■■■■■■■■ ■■r■■�+mmoso.m■■■■■■■e■A■■■■■■■■ ■■■M■MM■RC■W■■� ■� ■® rte, ■■■ ■■■■■■■■■■■■■■■ri■■■■ummm■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ mmmm mmmmmmmmummummmmmmmmmmm■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■m ■■w■ , . *"hi8l us Proffs Anchor 2.3.0 Compaw. Page: t Alfredo Anteaga.tr.p.E. Project: 9901 N.t�Ave Address: 850 West 68th Street,HWegd%Fla.33014 Sue-Project 1 Pos.No.: front porch corm Phone I Fax: 30"28-7876 Date: 1810312013 E Mat specitioes comments: 1 input data Anchor type and dbuneter. KWtK HUS-EZ(MR-M 318(31Ay dep8c hd=2.500 in..h,,,,.=3.250!rL Material= Carbon Steel Evaluation So woe Repart:: FSR 3027 Issued I Valid: 01/1212010101/12/2012 Proof: design method ACI 3181 AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: &x it x t=8.000 In.x 10.000 In.x 0.250 In.;(Reconrnended plate thiclum :not calculated) Profile: S shape(AISCX(L x W x T x Fi)=3.000 IrL x 2.330 Im x 0.170 In.x 0.260 in. ease ssvateft. owed ooze,2500,t,'=2500 psi;h=6.400 In. Reinforcement tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat C.D,E,or F) no f Zf R f 6 V s r f f r 4 f f 1 . 1ST �2 nr• � � "�.' _ .�` +E4 FJr fix ;. FqV. f�. t C ro, rL/• ,x I p InpiA data and molts wig be dwdW far agree uwd w4h ft suing cmftwm and nr l PROFIS Amfiar(c)200i-20OI A0,FL-8484 Sdmm Fdd I$a regdered Trades d M9tlAa saw= r� www.hftus Profls Anchor 2.3.0 Page: 2 Specifier Alfredo Arteage Jr.p•E• Project 9901 N.E.13 Ave Address: 850 West 68th Skeet Hialeah,Fla.33014 Sub4Ngject I Pas.No.: front porch caul Phone 1 Fax 305-828-78761 Date: 1810312013 E-M*. 2 Load case/Resulting anchor forces Load case:Design loads 0� Anchor reacdaws pb) Tanskon force:(+Ted,,-Ca„ ss ) Anchor Tension force Shear force Shear force x Shear force y 1 0 811 811 0 2 0 811 811 0 max.concrete compressive strain: -M4 max.concrete compressive stress: _w rem tension force in(Wy)=(0.OW0.000� 0 Pb) redt[ng conwessbon force in(XNt=(O.Oao/omOY 0 N 01 3 Tension load lu LOM{K� Capaeity!"n Vb) un a 14ANIn St*M Steel Strength' NTH WA NIA N/A Pullout Strength• N/A N/A WA WA Concrete Breakout Strength' NIA NIA NIA NIA `anchor having the highest loa ft "arnica'group(anchors in tension) I /7 '-wd-u Profls Anchor 2.3.0 ComPW- Page: 3 Spsc iw- Alfredo Arteaga Jr.p.E. Projmt 9901 N.E.13 Ave Address: 850 West 68111 Street,H1aleal%Fla.33014 Sub4Nujed 1 Pos.No.: front porch cam phom flax 30"28-713761 DOW. iW03M3 E-Mail: 4 Shear load Load V,,,Ob) Capaft Ov,IM) Utilization °Vo,/Vo sbdus Steel strerw all 3111 27 OK Steil fakws tymh lever aunt)- MA "lik HIA MIA Prymd Strength" 1622 9094 18 OK Concrete edge failure in direction x+** 1622 2777 59 OK *anchor havGtg the highest Wading **anchor grace(relevant anchors) 4.1 Steel Strength VM =ESR value rder W ax S ESR MV �V.0w z V. ACI 318-08 Eq.(D-2) Variables w n Asav On.1 fum Gam] 1 0.09 120300 Cakulatkon V8e pb] 5 85 Results Vu[bl V„ObI V,s Ob] 5185 .600 3111 811 4.2 Pryout Strength Vivo =k.[ ANc VOCM Ved.N life N VCMN Nb] ACI 318-08 Eq.(13-31) 0 V,m a V. ACI 318-08 Eq.(D-2) A,& see ACI 318-08,Pat D.521,Fig.RD.521(b) A,, =g hd ACI 318-M Eq.(13-6) 1 WON _(1 s 1.d ACI 318-08 Eq.(0-9) ,y =0.7+0.3 C )51.0 ACI 318-08 Eq.(D-11) yc, =MAXI ,1 mod ,51.0 ACI 318-M Eq.(13-13) cac Nb =kc b iff.het ACI 318-08 Eq.(13-7) Variables kw hd M•] ec,N[in-] ad,N[in.] qm On.] 2 2.500 0.000 0.000 4.000 c N C.[r-] kc L fc IPsI 1.000 3.750 1 1 Calculations r�, t AN.On.1 ANW On.1 WOM.N Nb(fbl '1 108.75 56 �1.000 1.000 1. Results V,pq Pb] V�Pb) V,.FIN 12992 0.700 9094 '1622 8A /7 Input data amI mwft caret be c1mcked for aWwment w2h dw mdeft cm tom and fbr polity! PROM Andur(c)2003.2009 HN AO,R-9494 admen M is a rootered Tradwrwk of Hy8 AO,Sdtam s wwwJ1JKu8 Profis Anchor 2.3.0 tompmr. paw 4 Specifier Alfredo Arteaga Jr.p.E. 9901 N.E 13 Ave Address: 850 West 68th Street,Hialeah.Fla.33014 Sub-Project 1 Pos.No.: front porch cat Phone I Fax: 305.828-78761 Date: 18/03=3 Mak 4.3 Concrete edge failure In direction x+ Vft —Z W--.V We4V WV Wbv Vpanet,V Vb ACI 318-08 Eq.(D-22) a V,t a V. ACI 318-M Eq.(D-2) Avo see ACI 318-08,Part D.621,Fig.RD.621(b) Av.0 =4.5 csf ACI 318-08 Eq.(D-23) 1 )!S 2e 1.0 ACI 318-08 Eq.(D-26) 3ca+ Wee v =0.7+0.31 1 4:82 51.0 ACI 318-08 Eq.(D-28) Wb v = 1' a 1.0 ACI 318-08 Eq.(D-29) 0.2 Vb =(7(,'.;) �) �i ACI 318-08 Eq.(D-24) Variables C410 on.] C62 Pn l edv Un.) av ha I�►-1 4.000 0.0w 8.000 le[In.) de M•l f.IPsil v 2.500 1 .37 2500 .000 Calwlatlons Avg(In Arno[1Ir J v ea v v Vb Pml 114.00 1.000 1.000 Results X968) 0 b�7t77nbl V.Vb] 5 Warnings •'To avoid fathxre di tt18 an&=plate the Tegttired*tcknm can be catt uMed to PROMS Anchor.toad re-daftutions on t m arnhrors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be suffidently stiff,in order not to be deformed subjected to the Ioadingl • Condition A applies when supplementary reinforcement is used.The dr factor is increased for non-steel Design Strengths except Pul gth and Pryout strength. Condit�t 13 applies when supplementary rely is not used and for Putt Strength and Pryout to ACI 318,Pet D.4.4(c). ^ • Refer to the marmfaclurves product literature for cleaning and Installation Instructions. 7v • In general,the conditions given in ETA©001,Annex C,section 4.2.2.1 and 4.2.2.3 b)are not fulfilled because the diameter of the hole in the fixture am to Annex 3,Table 3 is greater than the values given in Annex C,Table 4.1 for the corresponding diameter of the (� / • Cheddng the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant dardl Fastening meets the design criteria! 14- ac- /7 Input data and results count be dwdwd for agreement wdi the w6ft=Wftbm and fbr plat sbW PROFiS AndKw(c)2003.2008 HBO AG.FL-9494 Sdwan HBO is a regWored Tredemark of HBO At3.Sdmm wwwJIMUS Profls Anchor 2.3.0 Y- Page: 5 Specifier: Alfredo Arteaga Jr.p.E Project 9901 N.E.13 Ave Address: 850 West 68th Street.Hialeah,FA.33014 Sub-Project I Pos.No.: front porch corm Phone i Pair. 305-828-76781 Hate: 16I03W3 E-Mail: 6 Installation data Profile:SS shape(AISC) 3.000 x 2.330 x 0.170 x 0.260 in. Installation and diameter KWIK HUS-EZ(KH-EZ),3J8(3 1/4) Hole diameter In the fixture:d,=0.500 in. Holed min�base lmaterial:0.375 In. Plate thickness(input):0.250 in. Hole depth In the base material:3.644 in. Recommended plate thickness:not calculated Minimum thidmess of the base material:4.750 In. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Y 4.000 4.000 o° �n rri CO x 0 W) /S' �7 0 4.000 4.000 Coordinates Anchor in. Anchor X y cx c„r c+r 1 0.000 -3. 4.000 4.000 - - 2 0.000 3.500 4.000 4.000 - - bW daft and resuga noel be dxxW for ogre .aribr the ods*g cm fdore wW for PAM PRWU Anchor(c)2003- HM AG.tL-9494 Sdam Fri la a tegh k 'Tradm=k d Hal AO.sdv= WWWjdkLUB Profls Anchor 2.3.0 Company. Page. 6 Specifier. Alfredo Arteaga Jr.p.E. Project 9901 N.E.13 Ave Address: 850 West 68th Street,Hialeah,Fla.33014 SutrProj ct I Pos.No.: front porch corm Phone I Fax: 305-828-7876 Date: 18J03J2013 E-Malt 7 Remarks;Your Cooperation Duties • Any and aft information and data contained In the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations In accordance with HWs tedmical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-spe lffc tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put In by you. Moreover,you bear sole responsibility for having the results of the calculation dvedced and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prim to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hit on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-dats version of the Software in each pse by carrying out manual updates via the Hilt[Websits. Hilts will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a cube breach of duty by you. d Y// • • 1 1 ■■■■i'»■/�■■A■■■■■■■■■■■■■■■■■■ ■■■ME,wl ■■■■■■■■■■■■■ ■M■■■■O■■■M■■■■■■■■■■■■■■■■■■■ ■■■■■■■■ ■■■■ ■ ■■■ ■■■■■■;�■ti■ � ■_ ■■■ ■■■■■■;■■■IAiri■■L:MMMMMr6f�■■■iii■■■■ ■■■■■■■■■ ■f namN 111/ul"Wiini.- -.�1■■■ ■■■MME!!■�Iwad, i'',wommfi■i■■i■■iii■■■ M■ 0�i� ■■■�■fi■M■�I■PiM■ ■■ ■M■■■ OR■! 'MU■■■ M MM M ELI <.. ■r�i■■� ■Tim ■■ ! ! i■■■■■■■ ■ ■■■M ■■■■M■■■■■■■■■■■ ■■■ 937230 MT ZiM■■■■■■■■■■ ME EMMMMMMEME SEAM ■ ■■■■■MME i■i■■■■■■■ii■■ mum ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ t ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ M M MMMM■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■p.P9 S■■■■ ` 1 fr Alfredo Arteaga Jr Alfredo Arteaga Jr and Associates f 0 1.61 in 1 1/4" DIA. SCHD 40 RIPE W/ 1 1/2" DIA BAR aP. � Height 190 in 12 0.53 ia"4 P�anteiew., fS6_it _` Cf OS3_.i3 — - — heo hg{ 4.43606e=kM k rx 0.46 v .- — . � y sl 1rl - T — Cearc id Y 0.20 in PlitsgiG Z 0 (at1°3 — Zx 0-90 in"3 Ip 11�vi'at j IES ShapeBuilder 4.0 www.kmweb.com 03!20/13 07:38 AM <JAN 2011 •�• ate. Miami hores village i M.'Pilding Department 10050 N.E.2nd Avenue Miami Shores Florida 33138 r.n Tel: (305)795.2204 Farx:(305)756.8972 ORES VILLAGE ICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECL41 INSPECTOR UNDER THIE FLORIDA BUILDING CODE I(We)have been retained by �r��i�y�. �r��P�� to perform special inspector services under the Florida Buffing Code at the 91?or j& ,2 rA propa on the below fisted structures as of (date).I am a registered arditd orproliassmnal freer licensed In the State of Florida, PROCESS VMSERS., -0&1'1..°A.%7 I SPECIAL INSPECTOR FOR PIL01G,FBC IM-120(84404.6.12) 17 SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR ti HIGH 2318.17.142(R44tI9.6.17.2.4.2) 0 SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) n SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 22182(84408.52) 0 SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 11 0.3.1(R4404.4.3,1) 0 SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R44051 12) o SPECIAL INSPECTOR FOR Note:Only the finis*od boxes apply The folloaAng i KWWuat(s)employed by this firm or me are authorized represent0ves to perform inspection 1. 2 3. 4. *Speaai Inspectors utilizing authormed represent she#unsure the authorized representative Is qualified by education or licensum to perform the duties assigned by the Special Inspector• The qualifications shall include lioensure as a proftipnai 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 Fundmnental Emni nation;or egistration as building inspector or general contractor. 1,(we)will notify Mlard Shores Village 13u`lding Depa burnt of any chxgM regar t authorized personnel performing inspection son►lae<s. I,(we)understand that a Special Inspector inspection log for each builtirxj must be displayed In a convenient location on the site for reference by the Nllarni Shores Village Building Depmrbn erd Inspector.Ail ma ndntoty inspections. as required by the Florida Butiding Code,must be perfomred by the County.The Village buildluj Inspections mud be cased for on all mandatory inspections. Inspections perfomned by the Special inspector hued by the Owner are in addition to the mandatory Inspections performed by the Deparinent.Further,upon cornplefion of the work under each Building Pemnttt 1 will submit to the Building Inspector at the time of W inspection the completed Inspection log form and a seated statement indica ft that to the best of my'k v&Wge,befid and tonal judgment those portions of the Project outitned above meet the intent of tiro Flornta QUliding Code and are in substantial acxardance with the approved plans. Signed and Sealed EngineedArchbd Name W60—wz% G41 rn�m Address 1077 NA 6 6A) s�atr , Wit.. W>) DATE: Phone No.JX 3C6- �R2l Created on 6/1 OrM OR Village �- U artment . N real" tOR1DR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 s , 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 Bod-Foundatlons to perform special inspector services under the Florida Building Code at the 9901 N.E.13th Avenue project on the below listed structures as of 01/24/13 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: 'Nir l a. -P-LIZZ >� SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) • 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 1, Mark A.Mesiano,P.E.48202 2, WGliam Grimes,BN3124 3. 4. `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. 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 those portions of die project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved tans. Signed and Sealed Engineer/Architect Name Reza Javidan,P.E.60223 (PW AddreSS 250 SW 13th Avenue,Pompano Beach,FL 33069 f D 01125/13 Phone No. 954-781-6889 Created on 6110/2009 JA 16 ENGINEERING & TESTING, INC. Phone:(866)781-6889*Fax: (866)784-8550 wr r,vvv.floridaengineeringandtesting.com 250 S.W.13 tb Avenue REPORT OF Pompano Beach,FL 33069 AUGERED CAST IN PLACE PILES Client: Bodaz Foundations Date: 2/212013 Project: Proposed Stairs&Framing-Dominion Builders Page: 1 Address: 9901 N.E. 13th Avenue; Miami Shores,FL Field Rep.: M.W. i General Location Stairs Stairs Stairs Stairs Stairs House House Pile#(See Pile Location Plan) 1 2 3 4 5 11 16 Angered Diameter (Inches) 14 14 14 14 14 14 14 Pile Length (Feet) 22 22 22 22 22 22 22 Theoretical Pile Volume (Ft)3 23.5 23.5 23.5 23.5 23.5 23.5 23.5 #of Pump Strokes 76 88 84 77 83 79 86 Volume Per Pump Stroke(Ft)3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Actual Pile Grout Volume(Ft)3 30.40 35.20 33.60 30.80 33.20 31.60 34.40 Actual/Theoretical Volume 1.29 1.50 1.43 1.31 1.41 1.34 1.46 Reinforcing Size 6#6's with#3 Ties @ 12" o.c. Full Grout Truck# 938 938 938 938 938 3013 3005 General Location Pile#(See Pile Location Plan) Angered Diameter (Inches) Pile Length (Feet) Theoretical Pile Volume (Ft)3 #of Pump Strokes Volume Per Pump Stroke(Ft)3 Actual Pile Grout Volume(Ft)3 ActuaUTheoretical Volume Reinforcing Size Grout Truck# Notes: Reza: vi , .E. Florida Engineering&Testing, Inc. Florida Reg.No. 60223 Q '� � .gssrcrnaace Certificate of Authorization: 6923 Qrdalit� �� 1,,, T. ii5 y 2 Rik 2 t P to'_ Y�.a."°,rexsyaei d �9�s.t±ti•'reA ec$.��__ I'-;�N-v r.,4 �•-roa :':P v .. �.i� 9 �' � ; � _,_�f ,M'��•°/t fs`� / // ,p,p,��;�/�' .. _Vii.._....__• '.G• �. �_+,ae____. !.:%"^ �r f / f� "'�e"�kfSUwP_f Fe OSAZ FAA191R( � h'�tFC A[f$ � �� .,, �.,�._._�.�-ts'��.4-.�-••— !` rte` Pile Plan Not to Scale 9901 N.E. 13t Avenue r' r 15i �. = r< Miami Shores, Florida •- FLO A ENGINEERING & TESTING, INC. Phone:(866)781-6889*Fax: (866)784-8550 www.floridaengineeringandtesdng.com 250 S.W.13th Avenue Pompano Beach,FL 33069 February 6,2013 Job Order No.: 13-439-2 Permit No. Bodax Foundations 1101 N.W.55th Street Fort Lauderdale,Florida 33309 RE: PILING INSPECTION Proposed Stairs & Framing Dominion Builders 9901 N.E. 13th Avenue Miami Shores,FL Dear Sir or Madam: Pursuant to your request, Florida Engineering&Testing, Inc.,has performed a site inspection on February 2, 2013, at the above referenced project. The purpose of our inspection was to monitor pile installation operations. A total of seven (7) piles were installed for the proposed project as they were staked by the surveyor. All piles consisted of fourteen inch (14") diameter auger cast-in-place piles and were drilled to a depth of twenty-two feet (22') from the surface to achieve a minimum capacity of thirty-five(35)tons in compression. All piles were drilled as recommended in the geotechnical report prepared by Dynatech Engineering Corp. As a mutual protection to our clients, the public and ourselves, all reports are submitted as the confidential property of our clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Florida Engineering &Testing, Inc., appreciates the opportunity to be of service to you at this phase of your project. If you have any questions or comments, please give us a call. It has been a pleasure working with you and we look forward to hearing from you in the near future. Sincerely, Attachments: Auger Cast Pile Log(s) Reza Javidan,P.E. Pile Location Plan Florida Engineering&Testing, Inc. Florida Reg.No. 60223 Certificate of Authorization No. 6923 Qiirctitt/` ' �4i.murdnee f HOOK @24-O.C. EXIST.4"CONC. INSERTED 4'MIN.INTO SLAB ON GRADE ON HILTY HIT HY150 EPDXY WELL COMPACTED FILL $" ADHESIVE CONT.3#5 / HORIZONTAL EXIST.CMU / FACE SHELL / \ 1#5 @24"O.C.INSERTED 5"MIN. INTO HILTI HIT HY150 EPDXY jADHESIVE EXIST. CONCRETE WALL FOOTING \ /� NOTE:COORD.W/SECTION 1-2 ON S-2 1 -SK-1 SCALE: 1" =1'-0" PROJECT: GROPPER RESIDENCE DATE. 05-07-2013 9901 NE 13th Ave BY: Miami Shores, Florida 33138 DI SUBJECT: SHEET NO: 113 E.Hallandale Bch Blvd REAR PATIO RETAINING WALL Hallandale Beach,FL 33009 TEL: +1.305.285.7800 SK-1 DAOUD ISKANDAR,P.E. info @dhise.com FL P.E.#54613 CA#9392 1 OF 2 4"CONC.SLAB W/6x6-W1.4xW1.4 rL OVER WELL COMPACTED FILL #4x3'-6"HOOKS @18-O.C.rL 2#5 CONT. C'1 ALL AROUND 0 8"CONC.WALL \\/: #4 @12"0.C. CONT. #5 @12"O.C.VERT. \\ j GRADE I � EXIST.CONC.WALL V\ FOOTING #4 HOOKS @24-O.C. NOTE:COORD.W/SECTION 5-2 ON S-2 1 -SK-2 SCALE: 1" =1'-0" /'T PROJECT: GROPPER RESIDENCE DATF 05-07-2013 1193HI 9901 NE 13th Ave BY, Miami Shores, Florida 33138 DI SUBJECT: SHEET NO: 113 E.Hallandale Bch Blvd FRONT PATIO RETAINING WALL Hallandale Beach,FL 33009 TEL: +1.305.285.7800 SK-2 DAOUD ISKANDAR,P.E. Info @dhise.com FL P.E.#54613 CA#9392 2 OF 2 lrllalln 011V1 Q6 V 111agQ Building Department a �a-x1►3 ww�- 90050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 J3 -- BC 20 BUILDING Permit No. d 01?m ATI PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS:—,??0/ lie a vc 33135 City: Miami Shores County: Miami Dade Zip: _T3/319 Folio/Parcel#: 1'/- - o�,j'o Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): A/!iitfn ri( Phone#: Address: 704 ®l14 /Z City: 4 1~1 _5;1Vfaot,,z S State: Zip: �9 3 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: ®.y►®tea®TJ 1✓J� ,�� Phone#:3®.•al. tro Address: a! S IdE I City: er- "LS a State Zip: 7,31914 Qualifier Name: AlAerc Phone#: �0�•6�/-,�-7� State Certification or Registration#: C4;<,- /<14!f70 Certificate of Competency#: Contact Phone#: Email Address: 6&e.- DESIGNER:Architect/Engineer: Phone#: f Value of Work for this Permit:$ $- 775"_ Square/Linear Footage of Work: qv �9 _ Type of Work: ❑Addition Roleration ONew ORepair/Replace OD molition Description of Work: 4OV44 dZ-g RodA t &' X&C f_ ' m✓® w ANAC:, Color thru tile: O� Submittal Fee$ Permit Fee$ _ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ _ env ^ Structural Review$ TOTAL FF.E NOW DI1F.$ Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not bq approved and a reinspection fee will be charged. Signature Signature 104r or Agent f Contractor The fore oing instrument w acknowledged before me this-�— The foregoing instrument was acknowledged before me this day c- �� ,2010—r by�019 / ;Aaml day of 4�—4 n a i, who i personally known to me or who has produced who is ersonally known to me r who has produced As identification and who did take an oath, as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: �`�- Pei- - — a1�"y "% DOROTHYV.PEREZ _ My Commission Exph KAARI A GROPPO+R My Commissid x es:My COMMISSION IIEE064539 - =" a`�z MY COMMISSION#EE032278 * * EXPIRES:March 13,2015 . �. EXPIRES October 05,2014 rr9TE��o�`O� BmwriuBudgetNolarySw*" "" rvfca. m kWQ71 ��e:�ss�k�#:Y��X,as APPROVED BY Plans Examiner �I /L Zoning � � ► '� Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) AcoR" CERTIFICATE OF LIABILITY INSURANCE DATE/1�o113' 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 policy(les) must be endorsed. If SUBROGATION IS WAIVED,subject to the terms 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 Ileu of such endorsement(s). PRODUCER CONTACT Staci Merchant Merchant Insurance-Miami PHONE . (305)804 2989 FAX No): (866)406 4983 PO Box 173306 EMAIL ADDRESS: smerchant @merchantinsurancesolutions.com INSURERIAI AFFORDING COVERAGE NAIC# i� Miami FL 33017 INSURER A: Builders Insurance Group INSURED INSURER B: DOMINION BUILDERS,LLC INSURER C: 4942 LE JEUNE ROAD INSURER D: ! 203 INSURER E: Coral Gables FL 33146 INSURER COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: s THIS IS TO CERTIFY THAT 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. INSR TYPE OF INSURANCE ring SUBR POLICY NUMBER POLICY NN POLICY EXP LIMITS LTR GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL.LIABILITY DAMAGE TO RENTED $ CLAIMS-MADE EI OCCUR MED EXP(Any one rson $ PERSONAL&ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGO $ POLICY PRO- LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS NON-OWNED PROPERTY DAMAGE $ HIRED AUTOS AUTOS UMBRELLA LIAB HOCCUR EACH OCCURRENCE $ EXCESS LLAS CLAIMS-MADE AGGREGATE $ DEp I I RETENTION $ WORKERS COMPENSATION X WC STATU- OTH- AND EMPLOYERS'LIABILITY ANY PROPRIETORlPARTNERIEXECUTNE YIN N/A WCV 0137881 12/19!2012 12/19/2013 E.L.EACH ACCIDENT $ 1 A00,000 A OFFICERIMEMBER EXCLUDED? 1,000,000 (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ If es,dear roe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,H more space Is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Miami Shores FL 33138 _a @ 1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD _ _ ♦51��'R�s Nunn nus� Lh Q. CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet.The cost of improvements must include demolition,raw and finished materials (include those donated), labor (including volunteer and self-performed.), construction supervision and management,and overhead and profit.A list of items the costs of which are to be included as well as those excluded is attached for your reference.(A Copy of the Contract must be attached) PROPERTY OWNER: �/dwa ®�!°hPt PERMIT# ADDRESS: FOLIO NUMBER: 3P�0 -C • DYE Q FLOOD ZONE: BASE FLOOD ELEVATION: FREEBOARD: EAST OF FL.CCCL: COST OF PAST IMPROVEMENTS(12 MONTHS): 1' Q 6 7`f COST OF PROPOSED IMPROVEMENTS: , (ATTACH COPY OF CONTRACT) Q�� TOTAL CUMULATIVE COST OF IMPROVEMENTS(past and proposed): VALUE OF PRINCIPAL STRU (attach appraisal): 1 OWNERS SIGNATURE: DATE: PLANREVIEWER• PLAN REVIEWER SIGNATURE: ---PATE: Created on June 2009 Sti C. n Miami shores Village `---� OF Building Department L OR1UA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: 2-3 DATE: 3 9 Contractor • Owner •Architect. Picked up 2 sets of plans and (other)) Address: AC. —e— From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: �Ca PERMIT CLERK INITIAL:.e&d RESUBMITTED DATEA lci PERMIT CLERK INITIAL: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Permit No. D ea T I Z— 13-3.1 Job Name Date 0. 19 ry STRUCTURAL CRITIQUE SHEET 4"CAO IJa<E75 L 9-9 6I E-D y P®t'J c (2f l o j TL Pizoy a'o G urtx4 a -F;p AC urw-v J> -So 1815 a CALcs a fie, 1&e±1 > -Act gig --6t 02 '06/2013 10:36 FAX 1 800 685 7330 DATA SCAN FIELD SERVICES IM 001 I *** TX REPORT *** TRANSMISSION OK TX/RX NO 3257 RECIPIENT ADDRESS 93053971188 DESTINATION ID ST. TIME 02/06 10:35 TIME USE 00'40 PAGES SENT 1 RESULT OK 'Miami Shores Village ou i l d i ng Department 10050 W .2nd Aventic Miami Shores,Florida 33138 Tel; ("405)?9*5 1204 Fax; (305)756.8972 Pvrmif No. Job Name s+r C.J-- ± J L s-. Ir v i �,.,"�,`€x•�,; `�,c,"�\��'t;� �". �`sr'^J t �_ x��p�'1? ��.'-y� au�"� � •°.s�"•,�'L.�:a€ ;� �,=1 �`��L 1�4:�a'.c �....M•�`'�°'t°�2 t.'i a,.'a�'�'d,.. �`. e�ri t...-$- �`,x S \'#'i g't% -s`'°'.sue•.C:. ��••a: : v •3 �a � ,.y� r w+ t d�$.••�1J tL°F' °v '�y �?',�, �- .L.. ��„': �>;;• 7 r � ��d'r dpi �� +/'�`'O t+ � I°,-r- .�"-.� C.,.w�,,,..� �l i'Y.1"4.',L.." ��°� °3'41�� "y��..,� .;6�'$4•'�"7"! i�.V es'."�. '+l.r:.l•�"��' 1w�-�.-. Ct�•�'r.. ....�.•..�o••••-.-°�-moo..—...� .�._ .. Z —rs �Rr°• i •�"•t i..: •:::" i.. i 1-R t i', .•.e•"\ t r- y k ,q• , i }i-\:'y:i s•:�.: �'� (•.s •f'i',i�°ti, +..•.s•y.,, ° L.i ..0 i' � S's j°�. , ... 7�' i.-• ', s $•,•,• !,„Q: i••,.)t..+G..3✓ "1 i-•+ �°•;'+' ?�'�"•1 •"'��}•�,.t� + L• t,,�• °•.,°,' r'+ :- Miami Shores Village ` .r Building Department milli[ 10050 N.E.2nd Avenue Miami Shores, Florida 33138 files�,e� Tel: (305) 795.2204 LOR1UA Fax: (305) 756.8972 December 27, 2012 Permit No: DGT12-2377 Building Critique 1. Design is under the wrong code. Design must be per FBC 2010. 2. Provide soil report. 3. Provide special inspector form for pilings. Norman Bruhn CBO 305-762-4859 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. 12/28/2012 13:33 FAX 1 800 883 7530 DATA SCAN FIELD SERVICES lao0i *** TX REPORT *** TRANSMISSION OK TX/RX NO 3180 RECIPIENT ADDRESS 93053971188 DESTINATION ID ST. TIME 12/28 15:32 TIME USE 01 ,00 PAGES SENT 2 RESULT OK q U�fB. Miami pores Village 1.0 Y. Ouilding Department 10050 N.Ei.2nd Avenue Mir ini Florick) 33138 r s+�°` I..01: (305) 71,35.2201•:1 ORID� ( ax: (305) 756.8972 Decernber 27, 2012 Permit No: DGT122377 Buildinq Critique 1. Design is under the wrong code. Design must be per FBC 2010. 2. Provido soil report. 3. Provide spE.:cial inspector form for pilings. GEOTECHNICAL TESTING LABORATORIES ENVIRONMENTAL DRILUNG SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CORP. Miami,August 21, 2012 Mr. Eddy Gutierrez CALYPSO POOLS 7640 North West 25 Street, Suite# 105 Miami,FL 33122 Re: Proposed Pool @ 9901 NE 13''Avenue Miami Shores,FL Dear Mr. Gutierrez: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on August 21, 2012 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed pool. A total of (2) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 25' below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition for the subject site: (refer to field boring logs for exact locations and soil conditions): Depth From To Description 0'-0" 1'-0" Topsoil and grass 1'4" 2'-0" Tan medium sand 2'-051 5'-0" Tan medium sand w/rock fragments 5'-0" 9'-6" Gray silt 9'-6" 11'-0" Brown sand w/organics 11'-0" 1314" Tan medium sand 13'-0" 2514" Tan sandy limerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 4'-0" below existing ground surface at the time of drilling. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. 750 West 84 Street, Hialeah, FL 33014-3618 - Phone: (305) 828-7499 - Fax: (305) 828-9598 E-Mail: Dynatech @Bellsouth.net y'�1 Printed W RNYCW Peper `Page No. 2 9901 NE 13th Avenue, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed pool and slabs without detrimental settlement. Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Lateral Pile Foundation Pile Depth Size in Tons in Tons Capacity in Tons B.E.L.S. Compression Tension Pin Piles/push piers 20' or Refusal 4 Inches 5 Tons 1 Ton N/A Helical Piles 20' or Refusal 3 Inches 12 Tons 6 Tons N/A Auger Cast Piles 20' BELS 12 Inches 25 Tons 12 Tons I Ton Auger Cast Piles 20' BELS 1 14 Inches 35 Tons 17 Tons 2 Tons B.E.L.S.: Below Existing Land Surface. Estimated Lateral Load for a pile Top Deflection of 1/4 inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed design finisy.. elevation and soil profile. Helical pile bearing capacity is dependent upon helix numbers, size, and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depth are the minimum depth required to achieve design capacities. Predrilling might be required to achieve design depths. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 4 inches per foot(Horizontal,Vertical). In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to creat;. excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling,jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1-% times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced ovei the entire length, we recommend a single No. 7 bar be placed the full length of the pile to verify the pile_; continuity. All work shall be performed in accordance with the applicable building code. 2 Page No. 3 9901 NE 13'h Avenue, Miami Shores, FL The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pef. Buoyant: 60 Pcf. - Angle of internal friction : 30° - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30°for steel piles, 20°for concrete or brick walls; 15°uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pil; foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or# 57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures. unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to prevent differential settlements. Also note that as a common engineering practice for existing and new construction; outside ground surface, must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall he installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 0.5 to 1 inches. Due to the granular nature of tl-:e subsurface materials, the foundation settlements should occur as the loads are applied and should bt virtually negligible by the end of the building shell completion. 3 r Page No. 4 9901 NE 13t�'Avenue,Miami Shores, FL The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s): The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of' the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase 11 Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extract; from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Please feel free to contact us if we may be of further service to you. Sincerely yours, ®g S tit/\ Wiss Naamani,P.E. '� m DYNATECH ENGINEERING CORP. °" �,� 151. c. Florida Reg.No. 39584 a Special Inspector No. 757 Certificate of Authorization No.: CA 5491 s , OF 4 TEST BORING REPORT DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : CALYPSO POOLS DATE:1 8-20-12 PROJECT : Proposed Pool @ HOLE NO.: B-1 ADDRESS : 9901 NE 13th Avenue, Miami Shores, FL. DRILLER: AS LOCATION : See attached plan SAMPLE HA MWR DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N" SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to P-0" DARK BROWN MEDIUM SAND 6 3 2 4 6 W/ROOT'S 2 1 7 8 1 1 2 9 1'-0"to 2'-0" TAN MEDIUM SAND 10 1 1 _ 2 10 2,4"to 4'-6" TAN MEDIUM SAND W/ROCK 1 i 12 FRAGMENTS 12 6 8 10 13 14 10 9 17 14 41-61'to 5'-0" GRAY SILTY W/ROOT TRACES 8 6 15 16 6 7 16 16 5'-0"to 9'-0" GRAY SILT 9 8 17 18 18 9'-0"to 10'-0" DARK BROWN MEDIUM SAND 19 W/ORGANIC'S 20 20 21 10'-0"to 10'-6" DARK BROWN MEDIUM SAND 22 22 W/ORGANIC STAIN 23 24 24 16 15 37 25 10'-6"to 13'-0" TAN MEDIUM SAND 22 20 26 26 19 18 27 13'-0"to 17'-0" TAN VERY SANDY LIMEROCK 28 28 29 17'-0"to 25'-0" TAN SANDY LIMEROCK 30 30 31 32 32 33 34 34 35 36 36 37 38 38 H:HAND AUGER A:HOLLOW STEM AUGER Water Level: 4' Below Surface As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on.our written approval..H.A.:HAND AUGER A:AUGER;R:REFUSAL 5 DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : CALYPSO POOLS DATE: 8-20-12 PROJECT : Proposed Pool @ HOLE NO.: B-2 ADDRESS : 9901 NE 13'h Avenue, Miami Shores, FL. DRILLER: AS LOCATION : See attached plan SAMPLE HAMMER DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 1'-0" DARK BROWN MEDIUM SAND 6 3 3 5 4 W/ROOT'S 2 1 7 8 1 1 2 S 1'-0"to 2'-0" TAN MEDIUM SAND 1 1 9 10 1 1 2 10 2'-0"to 5'-0" I I 11 TAN MEDIUM SAND W/ROCK 12 FRAGMENTS 12 4 8 8 13 �� 14 10 9 15 14 5'-0"to 9'-6" GRAY SILT 6 8 15 16 9'-6"to 10'-6" DARK BROWN MEDIUM SAND 16 6 7 t4 17 W/ORGANIC'S 18 is 19 10'-0"to 13'-0" TAN MEDIUM SAND 20 20 21 13'-0"to 17'-0" TAN VERY SANDY LIMEROCK 22 22 23 17'-0"to 25'-0" 24 TAN SANDY LIMEROCK 24 14 16 31 25 15 15 26 26 17 16 27 28 28 29 30 30 31 32 32 33 34 34 35 36 36 37 38 38 H:HAND AUGER A:HOLLOW STEM AUGER Water Level: 4' Below Surface As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval.. H.A.:HAND AUGER A:AUGER R:REFUSAL 6 B�# Boring Test Location � r M z Water 2 B1 Residence DYNATECH ENGINEERING CORP. Client: CALYPSO POOL Scale:N.T.S. Project: 9901 NE 13`h Avenue, Miami Shores,Florida Date: August 21,2012 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s)has been demolished and proposed new building staked out. As a mutual protection to clients,the public and ourselves,all reports are submitted-as confidential property of clients, and authorization for publication of statements, conclusions,extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Particle Size Relative Density and Consistency Boulders > 12 in. Cone Penetration * Standard• Cobble 3 in.to 1 in. Tests Penetration Relative. Gravel 4.76 mm to 3in. cm3 lows/ft. Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm 81-120 21-30 Very Firm oders Over 120 31-50 Dense 5%- 10% Slightly Silty or Clayey. 10%.-30% Silty or Clayey Silts& 0-3 0-2 Very Loose 30%-50% Very Silty or Very Clayey Clay 4-9 3-4 Soft 0%_5% Slightly Trace 10-17 5-8 Firm 6%- 10% Trace 18-31 9-15 Stiff l l%-20% Little 32-60 16-30 Very Stiff 21%-35% Some Over 60 31-50 Hard >35%And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) mft L OHI l — — I Structural Engineers kJ' 1 , f FEB 19 2013 li 0 February 15, 2013 Chief Building & Structural Official Building Department of Miami Shores Village 10050 NE 2nd Avenue Miami Shores, Florida 33138 Project: Dr. Gropper Residence Building Address: 9901 NE 13th Ave., Miami Shores, Florida 33138 Permit#: DGT12-2377 Gentlemen: We have updated our drawings and calculations therefore provide you with the following responses to the Structural Critique Sheet dated 1-31-2013 1. n/a 2. n/a 3. Wind calculation revised based on FBC 2010. See attached. 4. Updated in previous submittal 5. Calculations are based on live load = 100 PSF 6. Calculations: a. Attached wind calculation are revised based on FBC 2010, using ultimate wind speed of 175 mph, and exposure"D"for structures near coast lines. b. Attached wood and concrete calculations are also updated and revised based on current codes. 113 E. Hallandale Bch Blvd Hallandale Beach, FL 33009 P: +1.305.285.7800 info @dhise.com • Miami Shores Village Building Department 10050'N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Permit No. Job Name Date STRUCTURAL CRITIQUE SHEET T �2�v�o gD� t2EPot�T _ S1' 00D s fs f>E7L F�-� �'C'tt..,��T�, eq�lc-8• f�Fh s E.® V�o nt -fig c �za�o , �.f✓ ' a- 6 Qr(rt�rc�-talc N(AE5 S"rLL 69 it"Eta V Po P .G,C- 20 10) f& `i D k A-t j A-XM ttp if 74-Ft� t a-o SIC . y 1, tj� ,143 fS PT 1-0 EyPec5 0kf ♦ BAY BISCAYNE .; r �``'��,` ,p', .,+ . `'' : f♦ i 1 .00 .' , ♦• , ®,I, ' ',rf,Y ♦ , M , wn e v r� C N"0�&Mk 19.60' 0 n of O °D 1 BBQ 0.25' 4.2 4 19.20' 13.75' e 0.12' m $ 28.45• in N K 240'^ N . 21.as• 00 0 $ I .r TWO $TORY 3.b o O 0 m n �I3-^•1 REStDFNCE J J MO 14.20' X9901 m 14.20' v c n S a 0.17 10 6.0' MSS' vi o X 3 N '7.5• OnPi 3.40'� 2. .3 g IC m MR Y N. .iprt q 0 P P.R/.m2 236..99• f.'P.1/s• 1 . 0 37.00':b Q F.IA1/2° e. 93.494(P)(M) S R1 kY 20' PARKWAY A RICK AY 21' ASPHALT PAVEMENT N.E. 13th AVENUE rope ress: Notes: 9901 N.E.13 AVENUE SEAWALL AND WOOD DOCK ENCROACH ALONG MIAMI SHORES FL 33138 REAR LOT LINE.BRICK PARKWAY ENCROACH ALONG FRONT LOT LINE. A0ftfMftCMMTM: CatY®aratWfles MA7R6A CORRWrREPRESSrrAIMCFAMWAYPRBMWWMMWIUAVCMKTtft=MRMV4M TOZODUUMTECHMAL ASSUMMMUMMOMMMODMOF PROMSOM LAND M174 Firma tx wtf$uwr TO 471W,FLORSA 16 ESP MIGUEL-ESPINOSA LAND SURVEYING,INC. 10665 SW 190TH STREET r SUITE 3110 SIGNED ' FOR THE FIRM MIAMI,FL 33157 PHONE:(305)740-3319 �� R PAM NO.5101' FAX:(305)669-3190 ra, varm.m m,: r Aga AVtHENT=rXWVUUNM=6MAMM LB#:6463 Tom MAP a Nw%m10+NF"Mw"m mm nm awmuU W-U co,AlbtR�mxnmvm _..._.. .. IMOAMM Accepted By: Survey:A-22094 Page 1 of 2 Not valid without all pages. Surveyor's Legend PROPERTY LINE STRUCTURE FRO POUND IRON PIPE R.R. BEARMO REFERENCE TEL TELEPHONE FACIUM / � CONC.BLOCK WALL PM AS NOTED ON PUT Q CENTRAL ANGLE OR DELTA U.P. UTILITY POLE —X—X— CHAIN-INK FENCE OR WIRE FENCE LS$ LICENSE!-BUSYNESS R RADIUS OR RADIAN. E.U.B. ELECTRIC UTILITY BOX —/Hl-- WOOD FENCE IS{ LICENSE If-SURVEYOR BAD. RADA TIE SEP. SEPTIC TANK --o---R--- IRON FENCE CALC CALCULATED POINT N.R. NON RADIAL OF. GRAINFIELD ———— EASEMENT SET SET PM TYP. TYPICAL A/C AIR CONDITIONER CENTER LINE A CONTROL POINT I.R. IRON ROD S/W SIDEWALK ® WOOD DECK 10 CONCRETE MONUMENT LP. IRON PIPE QWy DRIVEWAY BENCHMARK NBC NAIL S DISK SCR. SCREEN O CONCRETE ELEV ELEVATION PK NAIL PARKER-KALON NAIL OAR GARAGE ® ASPHALT P.T. POINT OF TANGENCY O.H. ORAL HOLE ENCL. ENCLOSURE P.C. PONT OF CURVATURE 0 WELL N.T.S. NOT TO SCALE BRICK/TILE P.R.M. PERMANENT REFERENCE MONUMENT ® I=HYDRANT F.F. FINKHRIED FLOOR WATER P.C.C. POINT OF COMPOUND CURVATURE ® M.H. MANHOLE T.O.& TOP OF BANK P.R.C. POINT OF REVERSE CURVATURE O.H.L. OVERHEAD LINES E.Q.W. EDGE OF WATER /^`^•. -- APPROXIMATE EDGE OF WATER P.O.& POINT OF BEOINNIKO TX TRANSFORMER E.O.P EDCE OF PAVEMENT ® COVERED AREA P.O.C. POINT OF COMMENCEMENT CATV CABLE TV RISER C.V.G. CONCRETE VALLEY GUTTER P.C.P. PERMANENT CONTROL POINT W.M. WATER METER BS.L BUILDING SETBACK LINE Q TREE M FIELD MEASURED P/E POOL EQUIPMENT S.T.L. SURVEY TIE LIKE POWER POLE P PUTTED MEASUREMENT GONG. CONCRETE SLAB q CENTER LINE ® CATCH BASIN D DEED ESMT EASEMENT R/W RIGHT-OF-WAY C.U.E. COUNTY UIRRY EASEMENT C CALCULATED D E. DRAINAGE EASEMENT PUBLIC UTILITY EASEMENT P.U.C. LE./E.E. INGRESS/EGRESS EASEMENT L.N.E. LAKE OR LANDSCAPE WANT.ESMT. L&E. LANDSCAPE BUFFER EASEMENT C.M.E. CANAL MAINTENANCE EASEMENT U.E. UTILITY EASEMENT R.O.E. ROOF OVERHANG EASEMENT LAX. UNITED ACCESS EASEMENT AA ANCHOR EASEMENT 9901 N.E.13 AVENUE MIAMI SHORES,FL 33138 IjA� xf General Notes: L � T N 1. The Legal Description used to perform this survey was supplied by O a O oth ers This survey does not determine or is not to Imply ownership. C y I T 2. This survey only shows above ground Improvements. Underground A utilities,footings,or encroachments are not located on this survey map. T T 3. If there is a septic tank,well,or drain field on this survey,the location P of such Items was shown to us b others and the information was not O verified. y O ai I �["01111 r L *3 4. F_xamination of the abstract of title will have to be made to determine N — z S N recorded instruments,if any,effect this property.The lands shown herein " - F C were not abstracted for easement or other recorded encumbrances not M �� A shown on the plat. rM was n A L 5. WeII ties are done to the face of the wall. t r 8. Fence ownership is not determined. P t t T E 7. Bearings referenced to One noted B.R. #[ rk 8. Dimensions shown are platted and measured unless otherwise shown. Community Number MIAMI SHORES/120652 9. No identification found on property comers unless noted. lty 10. Not valid unless sealed with the signing surveyors embossed seal. Panel Number 0306 11. Boundary survey means a drawing and/or graphic representation of the survey work performed in the field,could be drawn at a shown scale Suffix: L and/or not to scale. Date of Firm Index: 9/1112009 12. Elevations If shown are based upon NGVD 1929 unless otherwise noted. Flood Zone: VE 13. This Is a BOUNDARY SURVEY unless otherwise noted. Base Flood Elevation: 11.0 14. This survey is exclusive for the use of the partes to whom it is Date of Field Work: 4!28!2011 certified.The certifications do not extend to any unnamed parties. Date of Completion: 4/2912011 Ceffifled o: SUN TRUST MORTGAGE,INC.,.Its'successors and/or assigns as their interest may appear. Cegal beZinpflon: RECORDED IN PLAT BOOK 43,PAGE 80,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA PRINTING INSTRUCTIONS: MIGUEL ESPINOSA LAND SURVEYING, INC. While viewing the survey in any Acrobat Reader,select the 10665 SW 190TH STREET File Drop-down and select'Print" Select a color printer,if available,or at least one with 8.5"x SUITE 3110 14°paper. MIAMI,FL 33157 Select ALL for Print Range,and the#of copies you would like PHONE:(305)740-3319 to print out. FAX:(305)669-3190 [Do nder the'Page Scaling'please make sure you have elected"None." LB#:6463 not check the AAutoRotate and Center"button. heck the°Choose Paper size by PDFAcheckbox. lick OK to Print. Survey:A-22094 Page 2 of 2 Not valid without all pages. I DHI Structural Engineers r' 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Struct.iral Engineers info @dhise.com Concrete Beam Flte=E:\B\ENG\PROJECT$\110202-1\EC6\r.ec6 ENERCALO,INC,1983-2013,Build:6.13.1.31,'Vec6.13.1.31 Description: Grade Beam-supporting Stair Stringers Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+0.50S-1.OW+1. 3 19.57 17.00 9.40 9.40 21.53 0.62 28.80 Vu<PhiVc/2 Not Reqd 28.8 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 19.94 17.00 8.95 8.95 18.13 0.70 28.98 Vu<PhiVc(2 Not Reqd 29.0 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 20.31 17.00 8.50 8.50 14.89 0.81 29.23 Vu<PhiVct2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 20.68 17.00 8.06 8.06 11.82 0.97 29.58 Vu<PhiVcl2 Not Reqd 29.6 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 21.05 17.00 7.61 7.61 8.92 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 21.43 17.00 7.17 7.17 6.18 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 21.80 17.00 6.72 6.72 3.60 1.00 29.66 Vu<PhVi c(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 22.17 17.00 6.28 6.28 1.19 1.00 29.66 Vu<Ph'Vc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0:50S-1.OW+1. 3 22.54 16.50 5.83 5.83 1.05 1.00 28.85 Vu<PhiVc(2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 22.91 16.50 5.39 5.39 3.13 1.00 28.85 Vu<PhiVol2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 23.28 16.50 4.94 4.94 5.05 1.00 28.85 Vu<PhiVc(2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 23.65 16.50 4.50 4.50 6.79 0.91 28.65 Vu<PhiVc/2 Not Reqd 28.6 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 24.02 16.50 4.05 4.05 8.38 0.66 28.10 Vu<PhiVcl2 Not Reqd 28.1 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 24.39 16.50 3.60 3.60 9.80 0.51 27.74 Vu<PhiVc/2 Not Reqd 27.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 24.76 16.50 3.16 3.16 11.05 0.39 27.49 Vu<PhiVo/2 Not Reqd 27.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 25.13 16.50 2.71 2.71 12.14 0.31 27.29 Vu<PhiVol2 Not Reqd 27.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 25.50 16.50 2.27 2.27 13.06 0.24 27.14 Vu<PhiVcl2 Not Reqd 27.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,t 3 25.87 16.50 1.87 1.87 12.63 0.20 27.06 Vu<PhiVc(2 Not Reqd 27.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 3 26.25 16.50 1.48 1.48 13.25 0.15 26.95 Vu<PhiVct2 Not Reqd 26.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 3 26.62 16.50 1.09 1.09 13.73 0.11 26.85 Vu<PhiVc(2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 3 26.99 16.50 0.71 0.71 14.06 0.07 26.76 Vu<PhiVc/2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.508+1.60H,l 3 27.36 16.50 -0.52 0.52 15.67 0.05 26.70 Vu<PhiVc(2 Not Reqd 26.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 3 27.73 16.50 -0.90 0.90 15.40 0.08 26.78 Vu<PhiVc/2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 3 28.10 16.50 -1.29 1.29 15.00 0.12 26.87 Vu<PhiVcl2 Not Reqd 26.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,1 3 28.47 16.50 -1.68 1.68 14.45 0.16 26.96 Vu<PhVicl2 Not Reqd 27.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 3 28.84 16.50 -2.07 2.07 13.75 0.21 27.07 Vu<PhVW2 Not Reqd 27.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 3 29.21 16.50 -2.46 2.46 12.91 0.26 27.19 Vu<PhVW2 Not Reqd 27.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 29.58 16.50 -2.89 2.89 12.18 0.33 27.34 Vu<PhiVc(2 Not Reqd 27.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 29.95 16.50 -3.34 3.34 11.02 0.42 27.54 Vu<PhiVc(2 Not Reqd 27.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 30.32 16.50 -3.78 3.78 9.70 0.54 27.81 Vu<PhVi c(2 Not Reqd 27.8 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 30.69 16.50 -4.23 4.23 8.22 0.71 28.19 Vu<PhiVc(2 Not Reqd 28.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 31.06 16.50 -4.68 4.68 6.57 0.98 28.80 Vu<PhiVc(2 Not Reqd 28.8 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 31.44 16.50 -5.12 5.12 4.75 1.00 28.85 Vu<PhiVd2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 31.81 16.50 -5.57 5.57 2.77 1.00 28.85 Vu<PhiVct2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 32.18 16.50 -6.01 6.01 0.62 1.00 28.85 Vu<PhiVct2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 32.55 17.00 -6.46 6.46 1.69 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 32.92 17.00 -6.90 6.90 4.16 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 33.29 17.00 -7.35 7.35 6.81 1.00 29.66 Vu<PhiVc(2 Not Reqd 293 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 33.66 17.00 4.81 4.81 9.61 0.71 29.00 Vu<PhiVc(2 Not Reqd 29.0 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 33.76 17.00 4.69 4.69 9.14 0.73 29.04 Vu<PhiVc(2 Not Reqd 29.0 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 33.86 17.00 4.57 4.57 8.68 0.75 29.09 Vu<PhiVo/2 Not Reqd 29.1 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 33.96 17.00 4.45 4.45 8.23 0.77 29.13 Vu<PhiVol2 Not Reqd 29.1 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 4 34.06 17.00 4.33 4.33 7.79 0.79 29.18 Vu<PhiVc(2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.16 17.00 4.21 4.21 7.36 0.81 29.23 Vu<PhVi cl2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1, 4 34.26 17.00 4.09 4.09 6.95 0.83 29.28 Vu<PhiVc(2 Not Reqd 29.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.36 17.00 3.97 3.97 6.54 0.86 29.34 Vu<PhiVc(2 Not Reqd 29.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1, 4 34.46 17.00 3.85 3.85 6.15 0.89 29.40 Vu<PhiVc(2 Not Reqd 29.4 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.56 17.00 3.73 3.73 5.77 0.91 29.46 Vu<PhiVct2 Not Reqd 29.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.66 17.00 3.61 3.61 5.41 0.94 29.53 Vu<PhiVc(2 Not Reqd 29.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.76 17.00 3.48 3.48 5.05 0.98 29.61 Vu<PhiVct2 Not Reqd 29.6 0.0 0.0 +1.20D-4501-450S-1.O A 4 34.86 17.00 3.36 3.36 4.71 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 34.96 17.00 3.24 3.24 4.38 1.00 29.66 Vu<PhiVcl2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.06 17.00 3.12 3.12 29 v630 1.00 29.66 Vu<PhiVcl2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.16 17,00 3.00 3.00 3.76 1.00 29.66 Vu<PhVW2 Not Reqd 29.7 0.0 0.0 Q j DHI Structural Engineers z 113 E Hallandale Beach Blvd D41115E Hallandale Beach,FL 33009 305-285-7800 Scl Engineers info @dhise.com - 'File E;18lENG1PROJEC3SH10202�11EC61gcec6 t:Oli1CCL'te Beam ENERMO,INC,19WO13,Build;6.13.1.31,Vec6.13.1.31 • 0.11 N y ,. - _.-..- ® � �.. Description Grade Beam--supporting Stair Stringers Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu(Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1. OD+0.50L+0.50S-1.OW+1. 4 35.26 17.00 2.88 2.88 3.46 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.36 17.00 2.76 2.76 3.18 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.46 17.00 2.64 2.64 2.91 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.56 17.00 2.52 2.52 2.65 1.00 29.66 Vu<PhIVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.66 17.00 2.40 2.40 2.40 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.76 17.00 2.28 2.28 2.17 1.00 29.66 Vu<PhUc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.86 17.00 2.16 2.16 1.95 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 35.96 17.00 2.04 2.04 1.74 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.06 17.00 1.92 1.92 1.54 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.16 17.00 1.80 1.80 1.35 1.00 29.66 Vu<PhiVo(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.5OL+0.50S-1.OW+1. 4 36.26 17.00 1.68 1.68 1.18 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.36 17.00 1.56 1.56 1.02 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.46 17.00 1.44 1.44 0.87 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.56 17.00 1.32 1.32 0.73 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.66 17.00 1.20 1.20 0.60 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.76 17.00 1.08 1.08 0.49 1.00 29.66 Vu<PhVi c(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.86 17.00 0.96 0.96 0.38 1.00 29.66 Vu<Ph'Vc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 36.96 17.00 0.84 0.84 0.29 1.00 29.66 Vu<PhiVd2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 4 37.06 17.00 0.72 0.72 0.22 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 4 37.16 17.00 0.60 0.60 0.15 1.00 29.66 Vu<PhIVo(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 37.26 17.00 0.48 0.48 0.10 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 37.36 17.00 0.36 0.36 0.05 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 37.46 17.00 0.24 0.24 0.02 1.00 29.66 Vu<PhIVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 4 37.56 17.00 0.12 0.12 0.01 1.00 29.66 Vu<PhiVc(2 Not Reqd 29.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 4 37.66 16.50 0.00 0.00 0.00 1.00 28.85 Vu<PhiVc(2 Not Reqd 28.9 0.0 0.0 30 of 30 �8��U0QKNQK��U0��K0N0�K�N�0��0KN��NQ NOTICE �� COMMENCEMENT u��wmn�w� ��w n*��*vwor°.�°�`w��"°=°�° A RECORDED COPY MUST RG POSTED VQ THE JOB SITE AT TIME OF FIRST INSPECTION CFH 2012RO904878 OR Bk 28402 Py 4418; (1o9) � ^ RECORDED 12y17/2012 15:09:22 PERyW|TN FOLIO NO. HARVEY RUV%N, CLERK OF COURT MIAMI-DAQE COUNTY, FLORIDA LAST PAGE STATE DFFLORIDA: COUNTY DFMIAMi-DADE: . THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property,and in accordance with Chapter 713,Florida Statutes,the following Information io provided in this Notice ofCommencement. Space above�aserved for use of recording offic ' 1. Legal description of property and otmxet/addmwm: Interest|nproperty: Name and address off��simple titleholder: 4. Contractor's name, address and phone number: P-om 194/1 "C 5. Surety: (Payment bond required by owner from contractor, if any) Name, address and phone number: Amount ofbond 8. Lender's name and address: by 7. Persons within the State of Florida desi notices Sectinn718.13(1)(a)7.. Florida Statutes, Name, address and phone number: AbAhn. S. Cinwatt--t 8. In addition to himself, Owners designates the following person(s)fo receive a copy of the Lienor's Notice as provided in Sect 713 13(1)(b) Florida Statutes. Name, address and phone number: MV Q Expiration date of this Notice nfCommencement: (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER:ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRAT ION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY, A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT nager Signature(s) of Owner(s)or Owner(s)'Authorized Officer/Director/Partner/Mag4 Prepared By Prepared By Print Name Print Name Tltle/Office Title/Office STATE OFFLORIDA COUNTY OFK4|AM\-[ADE The fore%in I/instrurabrit was acknowledged befo this day RV 2 _.Lmdividually, for M Personally known, or Q 'produced the following type of Identification, Signature of Notary Public: Print Name: MY COMMISSION#EE032278 VERIFICATION PURSUANT TO SECTION 92,525, FLORIDA-STAT-UM EXpIRIESOctoberub,14 Under penalties of perjury, I declare that I have read the foregoing and riser`tce. that the facts stated in it are true,to the best of my knowledge and belief. (4'07') 153 F Nots Officer/Director/Partner/Manager who signed above: �� By 123.01-52 PAGE 3 3110 r ' UOHI Etrucivaral Engina®rs i P�{ Structural Calculations Supplemental For: Dr. Gropper Residence 9901 NE 13t" Ave. Miami, Florida 33138 February 18, 2013 113 E. Hallandale Bch. Blvd. Hallandale Beach, FL 33009 +1.305.285.7800 info @dhise.com www.dhise.com Dr. Gropper Residence 9901 NE 13th Ave. Miami, Florida 33138 TABLE OF CONTENTS PAGES 1. Wind Analysis- FBC 2010 (3-8) 2. Stair Stringers (9-10) 3. Stair Ledger (11-12) 4. Concrete Grade Beam (ACI 318-08) (13-30) To the best of my knowledge, this calculation package complies with Florida State Statute Rule 61G15-23. Sheets(1-30) februpry 18,3013 DAOUD ISKANDAR, P.E. P.E. #64613 2 of 30 113 E.Hallandale Bch.Blvd. JOB TITLE Dr. Gropper Residence DHI Hallandale Beach,FL 33008 M +1305185.T800 s�E heam vwmdhise.cam JOB NO. SHEET NO. CALCULATED BY DI DATE 2/18/13 CHECKED BY DATE CS 12 Ver 2012.08.24 www.struware.com STRUCTURAL CALCULATIONS FOR Dr. Gropper Residence Miami Shores, FL 3 of 30 DHI Structural Engineers, Inc. JOB TITLE Dr.Gropper Residence 113 E.Hallandale Bch. Blvd. Hallandale Beach, Florida JOB NO. SHEET NO. 305-285-7800 CALCULATED BY DI DATE 2/18113 CHECKED BY DATE www.struware.com Code Search Code: Florida Building Code 2010-High Velocity Zon Occupancy: Occupancy Group= R Residential Risk Category& Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 1.0 hr Floor= 2.0 hr Building Geometry: Roof angle (6) 4.00/12 18.4 deg Building length(L) 72.8 ft Least width (B) 71.0 ft Mean Roof Ht (h) 25.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf Floor: Typical Floor 40 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies&first floor corridors 100 psf Balconies(exterior) 100 psf 4 of 30 i DHI Structural Engineers, Inc. Jos TITLE Dr. Gropper Residence 113 E. Hallandale Bch. Blvd. Hallandale Beach, Florida JOB NO. SHEET NO. 305-285-7800 CALCULATED BY DI DATE 2/18/13 CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 175 mph Directionality (Kd) 0.85 Exposure Category D Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Kh case 1 1.126 Kh case 2 1.126 Type of roof Hip V(Z) 2? Speed-up Topographic Factor (Kzt) V ' x(upwind) x(downwir,+�J Topography Flat .---- Hill Height (H) 0.0 ft H< 15ft;exp D HJ2 H Half Hill Length (Lh) 100.0 ft :. Kzt=1.0 Lh H!2 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 100.0 ft ESCARPMENT From top of crest:x= 0.0 ft I Bldg up/down wind? downwind V(Z) Z46 LV(Z) Speed-up H/Lh= 0.00 K, = 0.000 x(upwindJ x(downwind) x/Lh= 0.00 KZ= 1.000 a- z/Lh= 0.25 K3= 1.000 Lh H/2 H At Mean Roof Ht: Kzt=(1+KjK2K3)^2= 1.00 2D RIDGE or 3D AKISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 25.0 ft However,if building h/B<4 then probably rigid structure(rule of thumb). B= 71.0 ft h/B= 0.35 Rigid structure /z(0.6h)= 15.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.13 Natural Frequency (rlj)= 0.0 Hz f = 650 ft Damping ratio(R)= 0 Zmin= 7 ft /b= 0.80 c= 0.13 /a= 0.11 go, 9v= 3.4 Vz= 188.1 Lz= 589.0 ft NI = 0.00 Q= 0.91 Rn= 0.000 Iz= 0.14 Rh= 28.282 n= 0.000 h= 25.0 ft G= 0.89 use G=0.85 RB= 28.282 n= 0.000 RL= 28.282 r)= 0.000 9R = 0.000 R = 0.000 G = 0.000 5 of 30 r DHI Structural Engineers, Inc. JOB TITLE Dr. Gropper Residence 113 E. Hallandale Bch. Blvd. Hallandale Beach, Florida JOB NO. _ T_ __SHEET NO. _ 305-285-7800 CALCULATED BY DI DATE 2/18/13 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao a 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao z 1.1Aoi YES Ag 0.0 sf Ao>4'or 0.01Ag NO Aoi 0.0 sf Aoi/Agi s 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao a 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi s 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope(walls and roof) not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof)not including Ag. Reduction Factor for large volume partially enclosed buildings(RI) : If the partially enclosed building contains a single room that is unpartitioned,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall&roof openings (Aog): 0 sf Unpartitioned internal volume (V) : 0 cf Ri= 1.00 Altitude adjustment to constant 0.00266 (caution -see code) Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 6 of 30 DHI Structural Engineers, Inc. JOB TrrLE Dr.Gropper Residence 113 E.Hallandale Bch.Blvd. Hallandale Beach,Florida JOB NO. SHEET NO. 305-285-7800 CALCULATED BY DI DATE 2/18/13 CHECKED BY DATE Wind Loads - Components & Claddina : h <= 60' Ultimate Wind Pressures Kh(case 1)= 1.13 h= 25.0 ft Base pressure(qh)= 75.0 psf a= 7.1 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.18 Roof Angle(8)= 18.4 deg Type of roof=Hip Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 12 sf 500s Negative Zone 1 -1.08 -1.01 -0.98 -81.0 -75.8 -73.5 -80.4 -775 Negative Zone 2 -1.88 -1.53 -1.38 -141.1 -114.8 -103.5 -138.1 -103.5 Negative Zone 3 -1.88 -1.53 -1.38 -141.1 -114.8 -103.5 -138.1 -103.5 Positive All Zones 0.68 0.54 0.48 51.0 40.5 36.0 49.8 36.0 Overhang Zone 2 -2.20 -2.20 -2.20 -165.1 -165.1 -165.1 -165.1 -165.1 Overhang Zone 3 -2.20 -2.20 -2.20 -165.1 -165.1 -165.1 -165.1 -165.1 Negative zone 3=zone 2,since hip roof with angle-25 degrees Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 13.5 psf ParaD @t qp= 0.0 psf Surface Pressure(psf) User Input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Comer zone: 0.0 0.0 0.0 0.0 walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -96.0 -82.8 -73.5 -86.8 -78.8 Negative Zone 5 -1.58 -1.23 -0.98 -118.6 -92.1 -73.5 -100.0 -84.1 Positive Zone 4&5 1.18 1.00 0.88 88.5 75.3 66.0 79.3 71.3 7 of 30 DHI Structural Engineers, Inc. JOB TrrLE Dr.Gropper Residence 113 E.Hallandale Bch.Blvd. Hallandale Beach,Florida JOB NO. SHEET NO. 305-285-7800 CALCULATED BY DI DATE 2/18/13 CHECKED BY DATE Location of C&C Wind Pressure Zones 29 Y a a a 2a f 3 > ' I I 4 —-1 --- 18 1 I 1 j I 14 / 2 1 1 ti 1 2 2' I I 1 5 5 I i I 12 I I I a 4 a a 1 i WALL ~ S 5 a i — — — 3 2 Roofs w/ e:5 10° Walls h 5 60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8 5 7 degrees& Monoslope roofs h>60' Monoslope 5 3 degrees 3°<8:9 10° h 5 60'&alt design h<90' h:5 60'&alt design h<90' 2a a a 1 a a a s a F77 H i A at i —13 i— i 3 S ^�'♦ r Aj I (�� I 1 12 31 I Ir^,� I I I lQ1 a a I I I I I I ✓ � �'" ��4 1 I I 4- `♦ I I I I a I ' Monoslope roofs Multispan Gable& Hip 7° < 8 s 27° 1 1 10°<8 s 30° Gable 7°<6:5 45° I I h:5 60'&alt design h<90' I I I 8 Sawtooth 10°<8 5 45° 2 z h 5 60'&alt design h<90' —i — f— .�� ,l'� Z 2 —2,, 3 - Y 1r2 r3 l Lb X1'1 W2 W1 W2 W3 W W Stepped roofs 0:5 T h:5 60'&alt design 11-8of 30 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com WOQd Beam File=EONENGIPROJECTW10202-11ECftrec6 °ENERCALC,INC.1983.2013,BuOd 6.13,1,31„Ver.6.13.1,31 Description: typ.Stair Stringer(Yards and terraces,pedestrians 100) CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 975.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 975.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,450.0 psi Eminbend-xx 580.0 ksi Wood Species :Southern Pine Fc-Perp 565.0 psi Wood Grade :No.2: 2"-4" Thick: 12"Wide Fv 175.0 psi Ft 550.0 psi Density 35.440paf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.04) L(0.2)W(-0.28) z2 i } 2-2x6 Span =6.170 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.040, L=0.20, W=-0.280, Tributary Width=1.0 ft DESIGN SUMMARY • [Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio = 0.236 : 1 Section used for this span 2-2x6 Section used for this span 8;X6 fb:Actual = 1,407.76psi fv:Actual = 89.31 psi FB:Allowable = 2,421.90psi Fv:Allowable = 378.00 psi Load Combination +1.20D+O.50Lr+1.60L+1.60H Load Combination +1.20D+0.5OLr+1.60L+1.60H Location of maximum on span = 3.085ft Location of maximum on span = 5.720ft 1 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward L+Lr+S Deflection 0.099 in Ratio- 751 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.120 in Ratio= 615 Max Upward Total Deflection -0.138 in Ratio= 536 i Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a Mu fb Fb Vu fv Fv +1.40D+1.60H 0.00 0.00 0.00 0.00 Length=6.170 it 1 0.096 0.039 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.29 232.89 2421.90 0.16 14.77 378.00 +1.20D+0.50Lr+1.60L+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.581 0.236 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.77 1,407.76 2421.90 0.98 89.31 378.00 +1.20D+1.60L+0.50S+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.581 0.236 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.77 1,407.76 2421.90 0.98 89.31 378.00 +1.20D+1.60Lr+0.50L+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.238 0.097 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.73 577.16 2421.90 0.40 36.61 378.00 +1.20D+1.60Lr+0.50W+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 It 1 0.136 0.055 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.41 328.94 2421.90 0.23 20.87 378.00 +1.20D+0.50L+1.60S+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 9 of 30 DHI Structural Engineers 113 E Hallandale Beach Blvd - 'w Hallandale Beach,FL 33009 305-285-7800 � Structural Engineers info @dhise.com Wood Beam Ftle=E.i81 SNGvPROJECTS1110202-1tEC6Vres8 ENERCALG INC.1983.2013,Build:&13.1.31,Ven6,13.1.31 Description: typ.Stair Stringer(Yards and terraces,pedestrians 100) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a Mu fb Fb Vu fv Fv Length=6.170 ft 1 0.238 0.097 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.73 577.16 2421.90 0.40 36.61 378.00 +1.20D+1.60S+0.50W+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 it 1 0.136 0.055 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.41 328.94 2421.90 0.23 20.87 378.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 it 1 0.198 0.081 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.60 479.96 2421.90 0.33 30.45 378.00 +1.20D+0.50L+0.508+W+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 It 1 0.198 0.081 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.60 479.96 2421.90 0.33 30.45 378.00 +1.20D+0.50L+0.20S+E+1.60H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.238 0.097 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.73 577.16 2421.90 0.40 36.61 378.00 +0.90D+W+0.90H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.375 0.152 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.14 907.41 2421.90 0.63 57.57 378.00 +0.90D+E+0.90H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.170 ft 1 0.062 0.025 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.19 149.71 2421.90 0.10 9.50 378.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max.°+°Defl Location in Span 1 0.0000 0.000 W Only -0.1380 3.108 Vertical Reactions-Unfactored' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXiimum -0.864 -0.864 D Only 0.136 0.136 L Only 0.617 0.617 W Only -0.864 -0.864 D+L 0.753 0.753 D+W -0.728 -0.728 D+L+W -0.111 -0.111 10 of 30 DHI Structural Engineers 113 E Hallandale Beach Blvd - Hallandale Beach,FL 33009 305-285-7800 Structur-al Engineers info @dhise.com Wood Led er File=EAMENGTROJECTS1110202 MB r.ec6 ENERCALC,INC.1983-2013,Bulld:6.13.131,Vec6 93.1.31 Description: Stair Support Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-02 General Information Ledger Width 3.0 in Design Method:LRFD(using Factored Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Southern Pine, No.2: 2°-4° Thick: Ledger Wood Species Southern Pine Fb Allow 1,200.0 psi G:Specific Gravity 0.55 Fv Allow 175.0 psi Bolt Diameter 7/8°in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 9.0 in Concrete as Main Supporting Member Cm-Wet Service Factor 0.970 Using 6°anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 Uniform Load i I In Bolt SDadn.Q.4in Bolt Soacing.4in Bolt S adn Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 120.0 pif pif 600.0 pif pif 200.0 plf pif pif Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs 11 of 30 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Su-uctwal Engineers info @dhise.com Wood Ledger File=EA BTNGiPROJECTS1110202-1tEC61grec6 E,NERCALC,INC.1983.2013,Bdid:6.13.1.31,Ver6.13.1.31 Description: Stair Support 't ®' t r i[;�illlsttp' DESIGN SUMMARY Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H Ledger,Perp to Grain 7,500.0 ksi Moment 51.750 ft-lb Max.Vertical Load Ibs Ledger,Parallel to Grain 7,500.0 ksi fb:Actual Stress 20.253 psi Bolt Allow Vertical Load 1,094.49 Ibs Supporting Member,Perp to Grain 2,750.0 ksi Fb:Allowable Stress 1,164.0 psi Supporting Member,Parallel to Grain 6,150.0 ksi Stress Ratio 0.01740 :1 Max.Horizontal Load 0.0 Ibs Bolt Allow Horizontal Load 2,180.10 Ibs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +1.20D+0.50Lr+1.60L+1.60H Diagonal Component 828.0 Ibs Shear 414.0 Ibs Allow Diagonal Bolt Force 1,094.49 Ibs fv:Actual Stress 57.103 psi Stress Ratio,Wood @ Bolt 0.7565:1 Fv:Allowable Stress 169.750 psi Stress Ratio 0.3364:1 Allowable Bolt Capacity Note I Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination..±1.20D+0.50Lr+1.60L+1.60H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 1,094.49 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fem 7,500.0 Fes 2,750.0 Fyb 45,000.0 Fem 7,500.0 Fes 6,150.0 Fyb 45,000.0 Re 2.727 Rt 2.0 Re 1.220 Rt 2.0 k1 1.484 k2 1.829 k3 1.084 k1 0.7902 k2 1.175 k3 1.176 Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 Ibs Im :Eq 11.3-1 Rd= 4.0 Z= 0.0 Ibs Is :Eq 11.3-2 Rd= 5.0 Z= 1,443.75 Ibs Is :Eq 11.3-2 Rd= 4.0 Z= 4,035.94 Ibs II :Eq 11.3-3 Rd= 4.50 Z= 2,379.84 Ibs II :Eq 11.3-3 Rd= 3.60 Z= 3,543.76 Ibs Illm:Eq 11.34 Rd= 4.0 Z= 2,789.49 Ibs Illm:Eq 11.34 Rd= 3.20 Z= 4,204.89 Ibs Ills :Eq 11.3-5 Rd= 4.0 Z= 1,128.34 Ibs Ills :Eq 11.3-5 Rd= 3.20 Z= 2,247.53 Ibs IV :Eq 11.3-6 Rd= 4.0 Z= 1,487.14 Ibs IV :Eq 11.3-6 Rd= 3.20 Z= 2,408.96 lbs Zmin:Basic Design Value = 1,128.34 Ibs Zmin:Basic Design Value = 2,247.53 Ibs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain Z*CM*CD*Ct*Cg*Cdelta = 1,094.49 Ibs Z*CM*CD*Ct*Cg*Cdelta = 2,180.10 Ibs 12 of 30 DHI Structural Engineers HI113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 ' r) St ructuval Engineers info @dhise.com , : ENGTROJECTM102-^11ECtcec6 COCCCet@ Beat Yer3ENER LC, C.1982013,BvdB3.131„ & 1.31 . Description: Grade Beam--supporting Stair Stringers CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties t'c tr2 = 5.0 ksi Phi Values Flexure: 0.90 Mi fr= fc 7.50 = 530.33 psi Shear: 0.750 egg tlr Density = 145.0 pd (i 1 = 0.80 3 LtWt Factor = 1.0 Elastic Modulus = 4,074.28 ksi Fy-Stirrups 60.0 ksi fy-Main Reber = 60.0 ksi E-Stirrups = 29,000.0 ksi E Main Reber = 29,000.0 ksi Stirrup Bar Size#_ # 4 Number of Resisting Legs Per Stirrup= 2 ! Load Combination ASCE 7-10 .� 16 in i j D(0.15)L 0.3 W-0.485 D 0.15 L 0.3 W-0.485 D 0.15 L 0.3 W-0.485 D 0.15 L 0.3 W-0.485) i I i 16"wx20"h 16"wx20"h 16"wx20"h "wx20"h Span=4.0 ft Span=14.830 ft Span=14.830 ft Span=4.0 ft ! i L-------- _.------__._...-----. _Cross Section&-Reinforcing Details Rectangular Section, Width=16.0 in, Height=20.0 in Span#1 Reinforcing.... 247 at 3.50 in from Bottom,from 0.0 to 14.830 ft in this span 247 at 3.0 in from Top,from 0.0 to 14.830 ft in this span Span#2 Reinforcing.... 247 at 3.50 in from Bottom,from 0.0 to 14.830 ft in this span 247 at 3.0 in from Top,from 0.0 to 14.830 ft in this span Span#3 Reinforcing.... 247 at 3.50 in from Bottom,from 0.0 to 14.830 ft in this span 247 at 3.0 in from Top,from 0.0 to 14.830 ft in this span Span#4 Reinforcing.... 247 at 3.50 in from Bottom,from 0.0 to 14.830 ft in this span 247 at 3.0 in from Top,from 0.0 to 14.830 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.150, L=0.30, W=-0.4850 klft, Tributary Width=1.0 ft,(d+w) Load for Span Number 2 Uniform Load: D=0.150, L=0.30, W=-0.4850 klft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.150, L=0.30, W=-0.4850 k/ft, Tributary Width=1.0 ft Load for Span Number 4 Uniform Load: D=0.150, L=0.30, W=-0.4850 klft, Tributary Width=1.0 ft DESIGN SUMMARY s a Maximum Bending Stress Ratio = 0.297: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.006 in Ratio= 16026 Mu:Applied -28.828 k-ft Max Upward L+Lr+S Deflection -0.005 in Ratio= 18826 Mn"Phi:Allowable 97.185 k-ft Max Downward Total Deflection 0.009 in Ratio= 19313 Max Upward Total Deflection -0.007 in Ratio= 13018 Load CombirS�ieb.50Lr+0.50L-1.OW+1.60H,LL Comb Run("LL`) i Location of maximum on span 0.00 ft Span#where maximum occurs Span#3 ' Vertical`Reactions--Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 313 61pa04 Support 5 Overall MAXimum 8.286 13.551 8.286 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 - a 305-285-7800 Structsral Engineers info @dhise.com Concrete Beam File=E:\B\ENG\PROJECTS\110202-1\Ei1WINI ENERCALC,INC.19812013,Build:6.13.1.31 Yer.1 Description: Grade Beam-supporting Stair Stringers Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 D Only 4.897 7.990 4.897 L Only,LL Comb Run( L) 0.040 -0.243 1.402 L Only,LL Comb Run(**L*) -0.278 2.781 1.946 L Only,LL Comb Run(**LL) -0.238 2.538 3.349 L Only,LL Comb Run(*L**) 1.946 2.781 -0.278 L Only,LL Comb Run(*L*L) 1.987 2.538 1.124 L Only,LL Comb Run(*LLJ 1.668 5.561 1.668 L Only,LL Comb Run(*LLL) 1.709 5.318 3.071 L Only,LL Comb Run(L"**) 1.402 -0.243 0.040 L Only,LL Comb Run(L-L) 1.443 -0.486 1.443 L Only,LL Comb Run(L*Lj 1.124 2.538 1.987 L Only,LL Comb Run(L*LL) 1.165 2.295 3.389 L Only,LL Comb Run(LL"j 3.349 2.538 -0.238 L Only,LL Comb Run(LL*L) 3.389 2.295 1.165 L Only,LL Comb Run(LLLJ 3.071 5.318 1.709 L Only,LL Comb Run(LLLL) 3.111 5.076 3.111 W Only -5.030 -8.206 -5.030 -W Only 5.030 8.206 5.030 D+L,LL Comb Run(***L) 4.938 7.747 6.299 D+L,LL Comb Run(**L*) 4.619 10.770 6.844 D+L,LL Comb Run(**LL) 4.660 10.527 8.246 D+L,LL Comb Run(*L**) 6.844 10.770 4.619 D+L,LL Comb Run(*L*L) 6.884 10.527 6.021 D+L,LL Comb Run(*LL*) 6.566 13.551 6.566 D+L,LL Comb Run(*LLL) 6.606 13.308 7.968 D+L,LL Comb Run(L***) 6.299 7.747 4.938 D+L,LL Comb Run(L*"L) 6.340 7.504 6.340 D+L,LL Comb Run(L*Lj 6.021 10.527 6.884 D+L,LL Comb Run(L*LL) 6.062 10.285 8.286 D+L,LL Comb Run(LL**) 8.246 10.527 4.660 D+L,LL Comb Run(LL*L) 8.286 10.285 6.062 D+L,LL Comb Run(LLL*) 7.968 13.308 6.606 D+L,LL Comb Run(LLLL) 8.008 13.065 8.008 D+W -0.133 -0.216 -0.133 D+L+W,LL Comb Run(***L) -0.092 -0.459 1.270 D+L+W,LL Comb Run(**t.*) -0.411 2.564 1.814 D+L+W,LL Comb Run(**LL) -0.370 2.322 3.216 D+L+W,LL Comb Run(*L"") 1.814 2.564 -0.411 D+L+W,LL Comb Run(*L*L) 1.854 2.322 0.992 D+L+W,LL Comb Run(*LL') 1.536 5.345 1.536 D+L+W,LL Comb Run(*LLL) 1.576 5.102 2.938 D+L+W,LL Comb Run(L'*") 1.270 -0.459 -0.092 D+L+W,LL Comb Run(L"L) 1.310 -0.702 1.310 D+L+W,LL Comb Run(L*Lj 0.992 2.322 1.854 D+L+W,LL Comb Run(L*LL) 1.032 2.079 3.257 D+L+W,LL Comb Run(LL"") 3.216 2.322 -0.370 D+L+W,LL Comb Run(LL*L) 3.257 2.079 1.032 D+L+W,LL Comb Run(LLL*) 2.938 5.102 1.576 D+L+W,LL Comb Run(LLLL) 2.979 4.860 2.979 Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVcl2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -25.10 97.18 0.26 Span#3 3 14.830 -28.83 97.18 0.30 Span#4 4 4.000 -9.61 97.18 0.10 +1.40D+1.60H Span#1 1 4.000 -5.03 9t*of 30 0.05 Span#2 2 14.830 -13.50 97.18 0.14 Span#3 3 14.830 -15.53 97.18 0.16 DHI Structural Engineers o 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 �� rh , 305-285-7800 �' SCr`uctwal lEngineers info @dhise.com Concrete Beam File=E:\B\ENGTROJECT 311 1 0 20 2-11EC6�r.ec6 ENERCALC,INC.1963.2013,Build:6.13.1.31,Ver.6,13,1.31 11111 i ® _ Description: Grade Beam--supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi`Mnx Stress Ratio Span#4 4 4.000 -5.29 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -10.64 97.18 0.11 Span#3 3 14.830 -12.35 97.18 0.13 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -18.01 97.18 0.19 Span#3 3 14.830 -19.91 97.18 0.20 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 4.31 97.18 0.04 Span#2 2 14.830 -17.07 97.18 0.18 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D-4501-W.601-A60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 17.06 91.51 0.19 Span#3 3 14.830 -19.91 97.18 0.20 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0,50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 17.47 91.51 0.19 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -23.15 97.18 0.24 Span#3 3 14.830 -26.51 97.18 0.27 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -22.22 97.18 0.23 Span#3 3 14.830 -25.55 97.18 0.26 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -10.73 97.18 0.11 Span#3 3 14.830 -12.35 97.18 0.13 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -9.80 97.18 0.10 Span#3 3 14.830 -11.39 97.18 0.12 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -17.17 97.18 0.18 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7,96 97.18 0.08 Span#2 2 14.830 -16.23 97.18 0.17 Span#3 3 14.830 -17.99 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 15.35 91.51 0.17 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 15.79 91.51 0.17 Span#3 3 14.830 -17.99 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+0.50Lr+1.60L+1.60H,LL Comb 15 of 30 Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -22.31 97.18 0.23 DHI Structural Engineers 113 E Hallandale Beach Blvd ` Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com Concrete Beam File=Ed61ENGIPFtQJECTS111D2021tEC6treo6 ERERCALC,ING,1983-2013.Bulld:6.M.31,Ven6.13.1.31 Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max phi*Mnx Stress Ratio Span#3 3 14.830 -25.55 97.18 0.26 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50Lr+1.60L+1.60H,LL Comb Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -21.38 97.18 0.22 Span#3 3 14.830 -24.59 97.18 0.25 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -10.64 97.18 0.11 Span#3 3 14.830 -12.35 97.18 0.13 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -18.01 97.18 0.19 Span#3 3 14.830 -19.91 97.18 0.20 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -17.07 97.18 0.18 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 17.06 91.51 0.19 Span#3 3 14.830 -19.91 97.18 0.20 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 17.47 91.51 0.19 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -23.15 97.18 0.24 Span#3 3 14.830 -26.51 97.18 0.27 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -22.22 97.18 0.23 Span#3 3 14.830 -25.55 97.18 0.26 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -10.73 97.18 0.11 Span#3 3 14.830 -12.35 97.18 0.13 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -9.80 97.18 0.10 Span#3 3 14.830 -11.39 97.18 0.12 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -17.17 97.18 0.18 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -16.23 97.18 0.17 Span#3 3 14.830 -17.99 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 15.35 91.51 0.17 Span#3 3 14.830 -18.95 97.18 0.19 Span#4 4 4.000 -4.53 gp&p f S0 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 - 01-11 Structural Engineers 113 E Hallandale Beach Blvd �� Hallandale Beach,FL 33009 _.. � 305-285-7800 Structural Engineers info @dhise.com Concrete Beam Ffle=E,.\B1ENG\PROJECTS\110202-11ECftr.ec6 ENERCALC,INC.1983-2013,Build:U3.1.31,Ver.6.13.1.31 Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi"Mnx Stress Ratio Span#2 2 14.830 15.79 91.51 0.17 Span#3 3 14.830 -17.99 97.18 0.19 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -22.31 97.18 0.23 Span#3 3 14.830 -25.55 97.18 0.26 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60L+0.50S+1.60H,LL Comb R Span#1 1 4.000 -7.96 97.18 0.08 Span#2 2 14.830 -21.38 97.18 0.22 Span#3 3 14.830 -24.59 97.18 0.25 Span#4 4 4.000 -8.37 97.18 0.09 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -11.28 97.18 0.12 Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.200+1.60Lr+0.50L+1.6011,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.58 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.29 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.18 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -12.89 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 4.31 97.18 0.04 Span#2 2 14.830 -15.19 97.18 0.16 Span#3 3 14.830 -17.44 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -14.90 97.18 0.15 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.31 97.18 0.12 Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.02 97.18 0.11 Span#3 3 14.830 -12.71 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.32 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.03 97.18 0.13 Span#3 3 14.830 -14.77 4..78 of 30 0.15 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50L+1.60H,LL Comb DHI Structural Engineers 113 E Hallandale Beach Blvd a% Hallandale Beach,FL 33009 r: H 305-285-7800 Structural Engineers info @dhise.com Concrete Beam Rez E1B�ENGTROJECTSk1102 02-11EC6tgr.ee6 ENERCALC,INC.19832013,-Build:6.13.1.31,Ver.6.13.1.31 e Description: Grade Beam--supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi-Mnx Stress Ratio Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.92 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.63 97.18 0.13 Span#3 3 14.830 -14.77 97.18 0.15 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.6OLr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -14.93 97.18 0.15 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+1.60Lr+0.50L+1.60H,LL Comb Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -14.64 97.18 0.15 Span#3 3 14.830 -16.84 97.18 0.17 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 488 of 30 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 DHI Structural Engineers HI113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structwal Engineers info @dhise.com Concrete Beam Fiie=E:1 BIENG U'RCJECTS1110202-1tECftr.ec6 ENERCALC,INC.1983.2013r Build:6.13.1.31,Ver 6:13.1.31 Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi*Mnx Stress Ratio +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr+0.50W+1.60H,LL Comb Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 498 of 30 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 k DHI Structural Engineers 113 E Hallandale Beach Blvd I � ) Hallandale Beach FL 33009 �.� L305-285-7800 ` Structsar�d Engineers info @dhise.com Concrete Beam File=EABOMPRQJECTV10202-10EC6\gcec6 ENERCRLC,INC.1993-2013,Builtl:6.13.1.31,Vec6.13.L31 Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+1.60Lr-0.50W+1.60H,LL Comb Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 4.31 97.18 0.04 Span#2 2 14.830 -11.28 97.18 0.12 Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 4.31 97.18 0.04 Span#2 2 14.830 -13.58 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0,50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.29 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.18 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -12.89 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -15.19 97.18 0.16 Span#3 3 14.830 -17.44 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -14.90 97.18 0.15 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R 20 Of 30 Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.31 97.18 0.12 DHI Structural Engineers n� a . 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com COt1CC4'#@ Beam He=E:1BIENGTP CJECTSF110202-1TEC61gr.ec6 _- ENERC9LC,INC.1983-2013,Build:6.13.1.31,Ver.6.13.1.31 Description: Grade Beam--supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi*Mnx Stress Ratio Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.02 97.18 0.11 Span#3 3 14.830 -12.71 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.32 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.03 97.18 0.13 Span#3 3 14.830 -14.77 97.18 0.15 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.92 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.63 97.18 0.13 Span#3 3 14.830 -14.77 97.18 0.15 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -14.93 97.18 015 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+1.60S+1.60H,LL Comb R Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -14.64 97.18 0.15 Span#3 3 14.830 -16.84 97.18 0.17 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+1.60S+0.50W+1.60H Span#1 1 4.000 -2.47 97.18 0.03 Span#2 2 14.830 -6.62 97.18 0.07 Span#3 3 14.830 -7.62 97.18 0.08 Span#4 4 4.000 -2.59 97.18 0.03 +1.20D+1.60S-0.50W+1.60H Span#1 1 4.000 -6.15 97.18 0.06 Span#2 2 14.830 -16.53 97.18 0.17 Span#3 3 14.830 -19.01 97.18 0.20 Span#4 4 4.000 -6.47 97.18 0.07 +1.20D+0.50Lr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -1.38 97.18 0.01 Span#3 3 14.830 -1.63 97.18 0.02 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50Lr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -3.68 97.18 0.04 Span#3 3 14.830 4.16 91.51 0.05 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50Lr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -3.39 97.18 0.03 Span#3 3 14.830 3.63 91.51 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50Lr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 4.16 91.51 0.05 Span#3 3 14.830 -3.98 97.18 0.04 Span#4 4 4.000 -0.65 2.16 of 30 0.01 +1.20D+0.50Lr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 DHI Structural Engineers 113 E Hallandale Beach Blvd • Hallandale Beach,FL 33009 t. 305-285-7800 Strucwr,el Engineers info @dhise.com Concrete Beam 6"det EA B1ENGTROJEGTS1110202-11EC61gr.ec6 ENERCALC,INC.1963-2013,BUUd:6.13.1.31,Ver,6.13.1.31 r.ea t Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio Span#2 2 14.830 4.29 91.51 0.05 Span#3 3 14.830 -3.68 97.18 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -5.29 97.18 0.05 Span#3 3 14.830 -6.04 97.18 0.06 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -4.99 97.18 0.05 Span#3 3 14.830 -5.74 97.18 0.06 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -1.85 97.18 0.02 Span#3 3 14.830 -1.62 97.18 0.02 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -1.85 97.18 0.02 Span#3 3 14.830 -1.62 97.18 0.02 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -3.42 97.18 0.04 Span#3 3 14.830 4.29 91.51 0.05 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -3.12 97.18 0.03 Span#3 3 14.830 3.77 91.51 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 3.63 91.51 0.04 Span#3 3 14.830 -3.68 97.18 0.04 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 3.77 91.51 0.04 Span#3 3 14.830 -3.38 97.18 0.03 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -5.02 97.18 0.05 Span#3 3 14.830 -5.74 97.18 0.06 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.5OLr+0.50L+W+1.60H,LL Con Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -4.73 97.18 0.05 Span#3 3 14.830 -5.44 97.18 0.06 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -21.19 97.18 0.22 Span#3 3 14.830 -24.40 97.18 0.25 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.49 97.18 0.24 Span#3 3 14.830 -26.77 97.18 0.28 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.20 97.18 0.24 Span#3 3 14.830 -26.47 228 of 30 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 St rumml Engineers info @dhise.com concrete Beam File=EA MENGTRQJECTSO10202-11EC61gr.ec6 ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver.6.13.1.31 a oa Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.09 97.18 0.24 Span#3 3 14.830 -26.77 97.18 0.28 Span#4 4 4.000 -8.41 97.18 0.09 +1,20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -22.79 97.18 0.23 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -25.10 97.18 0.26 Span#3 3 14.830 -28.83 97.18 0.30 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -24.80 97.18 0.26 Span#3 3 14.830 -28.53 97.18 0.29 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -21.22 97.18 0.22 Span#3 3 14.830 -24.40 97.18 0.25 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -20.92 97.18 0.22 Span#3 3 14.830 -24.10 97.18 0.25 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -23.23 97.18 0.24 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.93 97.18 0.24 Span#3 3 14.830 -26.17 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.82 97.18 0.23 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.53 97.18 0.23 Span#3 3 14.830 -26.17 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -24.83 97.18 0.26 Span#3 3 14.830 -28.53 97.18 0.29 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.5OLr+0.50L-1.OW+1.60H,LL Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -24.54 97.18 0.25 Span#3 3 14.830 -28.23 97.18 0.29 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -1.38 97.18 0.01 Span#3 3 14.830 -1.63 97.18 0.02 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -3.68 238 of 30 0.04 Span#3 3 14.830 4.16 91.51 0.05 Span#4 4 4.000 -0.65 97.18 0.01 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com Concrete Beam Re-Eig1ENGPROJECTS111022- � ec6 lr EN6RClLC,INC.193 2Q13, 13 _+ Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi`Mnx Stress Ratio +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -3.39 97.18 0.03 Span#3 3 14.830 3.63 91.51 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 4.16 91.51 0.05 Span#3 3 14.830 -3.98 97.18 0.04 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 4.29 91.51 0.05 Span#3 3 14.830 -3.68 97.18 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -5.29 97.18 0.05 Span#3 3 14.830 -6.04 97.18 0.06 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -0.62 97.18 0.01 Span#2 2 14.830 -4.99 97.18 0.05 Span#3 3 14.830 -5.74 97.18 0.06 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -1.85 97.18 0.02 Span#3 3 14.830 -1.62 97.18 0.02 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -1.85 97.18 0.02 Span#3 3 14.830 -1.62 97.18 0.02 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -3.42 97.18 0.04 Span#3 3 14.830 4.29 91.51 0.05 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -3.12 97.18 0.03 Span#3 3 14.830 3.77 91.51 0.04 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 3.63 91.51 0.04 Span#3 3 14.830 -3.68 97.18 0.04 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 3.77 91.51 0.04 Span#3 3 14.830 -3.38 97.18 0.03 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 -5.02 97.18 0.05 Span#3 3 14.830 -5.74 97.18 0.06 Span#4 4 4.000 -0.65 97.18 0.01 +1.20D+0.50L+0.50S+W+1.60H,LL Com Span#1 1 4.000 -1.76 97.18 0.02 Span#2 2 14.830 4.73 97.18 0.05 Span#3 3 14.830 -5.44 97.18 0.06 Span#4 4 4.000 -1.85 97.18 0.02 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 248 of 30 0.08 Span#2 2 14.830 -21.19 97.18 0.22 Span#3 3 14.830 -24.40 97.18 0.25 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com Concrete Beam File-EAMENWROJECTU 10202~11EC61greC6 ENERCALC,INC,1983-2013,Bu11d:6,M,31,_Ver6.13.1.31 Description: Grade Beam--supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max Phi*Mnx Stress Ratio Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.49 97.18 0.24 Span#3 3 14.830 -26.77 97.18 0.28 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.20 97.18 0.24 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -23.09 97.18 0.24 Span#3 3 14.830 -26.77 97.18 0.28 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.508-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -22.79 97.18 0.23 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -25.10 97.18 0.26 Span#3 3 14.830 -28.83 97.18 0.30 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -8.00 97.18 0.08 Span#2 2 14.830 -24.80 97.18 0.26 Span#3 3 14.830 -28.53 97.18 0.29 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -21.22 97.18 0.22 Span#3 3 14.830 -24.40 97.18 0.25 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -20.92 97.18 0.22 Span#3 3 14.830 -24.10 97.18 0.25 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -23.23 97.18 0.24 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1,60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.93 97.18 0.24 Span#3 3 14.830 -26.17 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.82 97.18 0.23 Span#3 3 14.830 -26.47 97.18 0.27 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -22.53 97.18 0.23 Span#3 3 14.830 -26.17 97.18 0.27 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.5OL+0.50S-1.OW+1.60H,LL C Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -24.83 97.18 0.26 Span#3 3 14.830 -28.53 97.18 0.29 Span#4 4 4.000 -8.41 97.18 0.09 +1.20D+0.50L+0.50S-1.OW+1.60H,LL C 25 of 30 Span#1 1 4.000 -9.14 97.18 0.09 Span#2 2 14.830 -24.54 97.18 0.25 1 DHI Structural Engineers 113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Struct:urai Engineers info @dhise.com COt1CY�t@ Qr~1m FIe=E:161ENGTROJECTSO10202-'11ECftr.ec6 ` ENERCALC,INC;49a2013,Buiid:6.13.1.31,Vec6.13.1.31 1.a.oe Description: Grade Beam---supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span MU:Max phi*Mnx Stress Ratio Span#3 3 14.830 -28.23 97.18 0.29 Span#4 4 4.000 -9.61 97.18 0.10 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -11.28 97.18 0.12 Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.58 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.29 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -13.18 97.18 0.14 Span#3 3 14.830 -15.37 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -12.89 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 4.31 97.18 0.04 Span#2 2 14.830 -15.19 97.18 0.16 Span#3 3 14.830 -17.44 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -4.31 97.18 0.04 Span#2 2 14.830 -14.90 97.18 0.15 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.208+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.31 97.18 0.12 Span#3 3 14.830 -13.01 97.18 0.13 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -11.02 97.18 0.11 Span#3 3 14.830 -12.71 97.18 0.13 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.32 97.18 0.14 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -13.03 97.18 0.13 Span#3 3 14.830 -14.77 97.18 0.15 Span#4 4 4.000 -5.73 97.18 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.92 97.18 0.13 Span#3 3 14.830 -15.07 97.18 0.16 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -12.63 97.18 0.13 Span#3 3 14.830 -14.77 97.18 0.15 Span#4 4 4.000 -5.73 2&of 30 0.06 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 j DHI Structural Engineers HI113 E Hallandale Beach Blvd Hallandale Beach,FL 33009 305-285-7800 Structural Engineers info @dhise.com Concrete Beam Ftle=E.\B1EN(31PRC�IECTS�11020211ECfi{gc�6 ENERCALC,INC.1983 2013,Builtl;8.13.1.31,lor:8.13.1.3) • 1.60 .. - -.•._ @ -.+ - . Description: Grade Beam-supporting Stair Stringers Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio Span#2 2 14.830 -14.93 97.18 0.15 Span#3 3 14.830 -17.14 97.18 0.18 Span#4 4 4.000 -4.53 97.18 0.05 +1.20D+0.50L+0.20S+E+1.60H,LL Coml Span#1 1 4.000 -5.45 97.18 0.06 Span#2 2 14.830 -14.64 97.18 0.15 Span#3 3 14.830 -16.84 97.18 0.17 Span#4 4 4.000 -5.73 97.18 0.06 +0.90D+W+0.90H Span#1 1 4.000 0.46 91.51 0.00 Span#2 2 14.830 1.23 91.51 0.01 Span#3 3 14.830 1.41 91.51 0.02 Span#4 4 4.000 0.48 91.51 0.01 +0.90D-1.OW+0.90H Span#1 1 4.000 -6.92 97.18 0.07 Span#2 2 14.830 -18.59 97.18 0.19 Span#3 3 14.830 -21.38 97.18 0.22 Span#4 4 4.000 -7.28 97.18 0.07 +0.90D+E+0.90H Span#1 1 4.000 -3.23 97.18 0.03 Span#2 2 14.830 -8.68 97.18 0.09 Span#3 3 14.830 -9.98 97.18 0.10 Span#4 4 4.000 -3.40 97.18 0.03 Overall Maximum Deflections-Unfactored Loads_ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dail Location in Span D+L,LL Comb Run(*L*L) 1 0.0015 4.742 D+L,LL Comb Run(*L*L) -0.0074 0.000 D+L,LL Comb Run(*L*L) 2 0.0092 6.674 0.0000 0.000 D+L,LL Comb Run(L*L*) 3 0.0092 8.157 D+L,LL Comb Run(L*L*) -0.0004 15.030 4 0.0000 8.157 D+L,LL Comb Run(L*L*) -0.0074 4.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.6 L+0.50S+1.60H,t 1 0.00 16.50 -0.00 0.00 0.00 1.00 28.85 Vu<PhiVc/2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.10 17.00 -0.12 0.12 0.01 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.20 17.00 -0.24 0.24 0.02 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.30 17.00 -0.36 0.36 0.05 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.40 17.00 -0.48 0.48 0.10 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.50 17.00 -0.60 0.60 0.15 1.00 29.66 Vu<PhUc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.60 17.00 -0.72 0.72 0.22 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.70 17.00 -0.84 0.84 0.29 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.80 17.00 -0.96 0.96 0.38 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 0.90 17.00 -1.08 1.08 0.49 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.00 17.00 -1.20 1.20 0.60 1.00 29.66 Vu<PhiVo(2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.10 17.00 -1.32 1.32 0.73 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.20 17.00 -1.44 1.44 0.87 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.30 17.00 -1.56 1.56 1.02 1.00 29.66 Vu<PhiVd2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.40 17.00 -1.68 1.68 1.18 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.50 17.00 -1.80 1.80 1.35 1.00 29.66 Vu<PhiVcI2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.60 17.00 -1.92 1.92 1.54 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.70 17.00 -2.04 2.04 1.74 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.80 17.00 -2.16 2.16 1.95 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 1.90 17.00 -2.28 2.28 2.17 1.00 29.66 Vu<PhUc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.00 17.00 -2.40 2.40 2.40 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.10 17.00 -2.52 2.52 2.65 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.20 17.00 -2.64 2.64 2.91 1.00 29.66 Vu<PhiVo/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.30 17.00 -2.76 2.76 3.18 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.40 17.00 -2.88 2.88 3.46 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.50 17.00 -3.00 3.00 27 030 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.60 17.00 -3.12 3.12 4.06 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.70 17.00 -3.24 3.24 4.38 1.00 29.66 Vu<PhiVc/2 Not Reqd 29.7 0.0 0.0 w DHI Structural Engineers W ° 113 E Hallandale Beach Blvd HI Hallandale Beach,Fl-33009 305-285-7800 Structwal Engineers info @dhise.com Concrete Beam File=E:\B1 ENG tPROJECT%110202-•1\EC61gr.ec6 ENERCALC,INC.,1983.2013,Build:6.13.1.31,Ver.6.13.1.31 Description: Grade Beam-supporting Stair Stringers Detailed Shear Information Span Distance 'd' Vu (k) Mu d*VuJMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+0.50S-1.OW+1. 1 2.80 17.00 -3.36 3.36 4.71 1.00 29.66 Vu<PhiVcJ2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 2.90 17.00 -3.48 3.48 5.05 0.98 29.61 Vu<PhiVoJ2 Not Reqd 29.6 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 1 3.00 17.00 -3.60 3.60 5.41 0.94 29.53 Vu<PhiVcJ2 Not Reqd 29.5 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 1 3.10 17.00 -3.73 3.73 5.77 0.91 29.46 Vu<PhVi cJ2 Not Reqd 29.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.20 17.00 -3.85 3.85 6.15 0.89 29.40 Vu<PhiVcJ2 Not Reqd 29.4 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.30 17.00 -3.97 3.97 6.54 0.86 29.34 Vu<PhiVoJ2 Not Reqd 29.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.40 17.00 -4.09 4.09 6.95 0.83 29.28 Vu<PhiVcJ2 Not Reqd 29.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.50 17.00 -4.21 4.21 7.36 0.81 29.23 Vu<PhiVcJ2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.60 17.00 -4.33 4.33 7.79 0.79 29.18 Vu<PhiVct2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.70 17.00 -4.45 4.45 8.23 0.77 29.13 Vu<PhiVcJ2 Not Reqd 29.1 0.0 0.0 +1.20D+0.501-45OS-1.0W+1. 1 3.80 17.00 -4.57 4.57 8.68 0.75 29.09 Vu<PhiVcJ2 Not Reqd 29.1 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 1 3.90 17.00 4.69 4.69 9.14 0.73 29.04 Vu<PhiVcJ2 Not Reqd 29.0 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1, 2 4.00 17.00 7.79 7.79 9.61 1.00 29.66 Vu<PhiVcJ2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 4.37 17.00 7.35 7.35 6.81 1.00 29.66 Vu<PhiVcJ2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 4.74 17.00 6.90 6.90 4.16 1.00 29.66 Vu<PhiVcJ2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 5.11 17.00 6.46 6.46 1.69 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 5.48 16.50 6.01 6.01 0.62 1.00 28.85 Vu<PhiVcJ2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 5.85 16.50 5.57 5.57 2.77 1.00 28.85 Vu<PhiVcl2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 2 6.22 16.50 5.12 5.12 4.75 1.00 28.85 Vu<PhiVcJ2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 6.60 16.50 4.68 4.68 6.57 0.98 28.80 Vu<PhiVrt2 Not Reqd 28.8 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 6.97 16.50 4.23 4.23 8.22 0.71 28.19 Vu<PhiVcJ2 Not Reqd 28.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 7.34 16.50 3.78 3.78 9.70 0.54 27.81 Vu<PhiVcJ2 Not Reqd 27.8 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 2 7.71 16.50 3.34 3.34 11.02 0.42 27.54 Vu<PhiVcJ2 Not Reqd 27.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 8.08 16.50 2.89 2.89 12.18 0.33 27.34 Vu<PhiVcJ2 Not Reqd 27.3 0.0 0.0 +1.20D+1.60L+0.508+1.60H,l 2 8.45 16.50 2.46 2.46 12.91 0.26 27.19 Vu<PhIVcJ2 Not Reqd 27.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 8.82 16.50 2.07 2.07 13.75 0.21 27.07 Vu<PhiVcJ2 Not Reqd 27.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 9.19 16.50 1.68 1.68 14.45 0.16 26.96 Vu<PhiVcl2 Not Reqd 27.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 2 9.56 16.50 1.29 1.29 15.00 0.12 26.87 Vu<PhiVct2 Not Reqd 26.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,t 2 9.93 16.50 0.90 0.90 15.40 0.08 26.78 Vu<PhiVcd2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 10.30 16.50 0.52 0.52 15.67 0.05 26.70 Vu<PhiVcJ2 Not Reqd 26.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 10.67 16.50 -0.71 0.71 14.06 0.07 26.76 Vu<PhlVrt2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 11.04 16.50 -1.09 1.09 13.73 0.11 26.85 Vu<PhiVrt2 Not Reqd 26.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 11.42 16.50 -1.48 1.48 13.25 0.15 26.95 Vu<PhiVd2 Not Reqd 26.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 2 11.79 16.50 -1.87 1.87 12.63 0.20 27.06 Vu<PhiVct2 Not Reqd 27.1 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 12.16 16.50 -2.27 2.27 13.06 0.24 27.14 Vu<PhiVcJ2 Not Reqd 27.1 0.0 0.0 +1.20D4.50L+0.50S-1.OW+1. 2 12.53 16.50 -2.71 2.71 12.14 0.31 27.29 Vu<Ph W62 Not Reqd 27.3 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 12.90 16.50 -3.16 3.16 11.05 0.39 27.49 Vu<PhiVcJ2 Not Reqd 27.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 13.27 16.50 -3.60 3.60 9.80 0.51 27.74 Vu<PhiVcJ2 Not Reqd 27.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 13.64 16.50 4.05 4.05 8.38 0.66 28.10 Vu<PhiVct2 Not Reqd 28.1 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 2 14.01 16.50 4.50 4.50 6.79 0.91 28.65 Vu<PhiVcJ2 Not Reqd 28.6 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 14.38 16.50 -4.94 4.94 5.05 1.00 28.85 Vu<PhiVd2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 14.75 16.50 -5.39 5.39 3.13 1.00 28.85 Vu<PhiVoJ2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 15.12 16.50 -5.83 5.83 1.05 1.00 28.85 Vu<PhlVc(2 Not Reqd 28.9 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 15.49 17.00 -6.28 6.28 1.19 1.00 29.66 Vu<PhiVcJ2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 15.86 17.00 -6.72 6.72 3.60 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 16.23 17.00 -7.17 7.17 6.18 1.00 29.66 Vu<PhiVoJ2 Not Reqd 29.7 0.0 0.0 +1.200+0.50L+0.50S-1.OW+1. 2 16.61 17.00 -7.61 7.61 8.92 1.00 29.66 Vu<PhiVct2 Not Reqd 29.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 16.98 17.00 -8.06 8.06 11.82 0.97 29.58 Vu<PhiVcl2 Not Reqd 29.6 0.0 0.0 +1.20D+0.50L+0.508-1.OW+1. 2 17.35 17.00 -8.50 8.50 14.89 0.81 29.23 Vu<PhiVoJ2 Not Reqd 29.2 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 17.72 17.00 -8.95 8.95 18.13 0.70 28.98 Vu<PhiVcJ2 Not Reqd 29.0 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 18.09 17.00 -9.40 9.40 21.53 0.62 28.80 Vu<PhVicJ2 Not Reqd 28.8 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 2 18.46 17.00 -9.84 9.84 25.10 0.56 28.66 Vu<PhfVrt2 Not Reqd 28.7 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 18.83 17.00 10.29 10.29 28 2933 0 0.51 28.54 Vu<PhiVoJ2 Not Reqd 28.5 0.0 0.0 +1.20D+0.50L+0.50S-1.OW+1. 3 19.20 17.00 9.84 9.84 25.10 0.56 28.66 Vu<PhiVcJ2 Not Reqd 28.7 0.0 0.0